混凝土結(jié)構(gòu)雙向板配筋簡易計(jì)算

1、鋼鋼筋筋混混凝凝土土結(jié)結(jié)構(gòu)構(gòu)雙雙向向板板配配筋筋簡簡易易計(jì)計(jì)算算一一、板板的的荷荷載載計(jì)計(jì)算算1.1.恒恒載載 大理石裝飾面3 3厚30 0.003 = 0.090kN/ 水泥砂漿抹面2020厚200.02= 0.400kN/ 鋼筋混凝土板150150厚250.15= 3.750kN/板底抹水泥石灰砂漿1515厚17 0.015 = 0.255kN/gk = 4.495kN/2.2.活活載載標(biāo)準(zhǔn)值qk =2 2kN/可變荷載效應(yīng)起控制作用G =1.2Q =1.3設(shè)計(jì)值 g =Ggk =1.2 4.50=5.39kN/設(shè)計(jì)值 q =Qqk =1.3 2.00=2.60kN/荷載設(shè)計(jì)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. 板板的的內(nèi)內(nèi)力力計(jì)計(jì)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)混凝土等級HRBHRB335335HRB(235,335,400)縱筋強(qiáng)度等級3.3. 1 1 板板無無嵌嵌固固 lx=3 3m板厚75mm 板厚取8080mmly=3 3mlx/ly =1.00單位

3、板寬彎矩（KNm/m）Mx =系數(shù)(1)plx2+系數(shù)(1)plx2 =0.04291.30+0.042933 6.69) 3.0002 =3.09kN.mMy =系數(shù)(1)plx2+系數(shù)(1)plx2 =(0.04291.30+0.042933 6.69) 3.0002=3.09kN.m雙向板截面尺寸b b10001000(mm)板寬度 bh h8080(mm)板厚度 hc ca a1515(mm)混凝土保護(hù)層厚度 cah0h065(mm)板有效高度 h0=h-ca雙向板X X軸配筋計(jì)算MxMx = = 3.09kN.m荷載作用下的彎矩值，簡支取支座反力或跨中最大值計(jì)算s=M= =0.054

4、0.054滿滿足足結(jié)結(jié)構(gòu)構(gòu)安安全全要要求求若若截截面面抵抵抗抗矩矩系系數(shù)數(shù)s0.426不不滿滿足足結(jié)結(jié)構(gòu)構(gòu)安安全全要要求求,需需要要再再進(jìn)進(jìn)行行縱縱筋筋、截截面面計(jì)計(jì)算算！fcmbh02AS=fcmbh0= =163.8163.8(mm2)設(shè)計(jì)要求鋼筋截面fyAsAs 251.5251.5(mm2)選配鋼筋截面滿滿足足要要求求8 200 布選配 1 1 = = 5 5 8 8(mm)鋼筋隔距 8200mm選配 2 2 = = 0 0 0 0(mm)鋼筋隔距 0200mm雙向板Y Y軸配筋計(jì)算MyMy = = 3.09kN.m荷載作用下的彎矩值，簡支取支座反力或跨中最大值計(jì)算s=M= =0.05

5、40.054滿滿足足結(jié)結(jié)構(gòu)構(gòu)安安全全要要求求若若截截面面抵抵抗抗矩矩系系數(shù)數(shù)s0.426不不滿滿足足結(jié)結(jié)構(gòu)構(gòu)安安全全要要求求,需需要要再再進(jìn)進(jìn)行行縱縱筋筋、截截面面計(jì)計(jì)算算！fcmbh02AS=fcmbh0= =163.8163.8(mm2)設(shè)計(jì)要求鋼筋截面fyAsAs 251.5251.5(mm2)選配鋼筋截面滿滿足足要要求求8 200 布選配 1 1 = = 5 5 8 8(mm)鋼筋隔距 8200mm選配 2 2 = = 0 0 8 8(mm)鋼筋隔距 8200mm3.3. 2 2 板板lyly一一邊邊嵌嵌固固 計(jì)算跨度：lx=5.55.5m板厚137.5mm 板厚取140140mmmm

6、ly=6.96.9mlx/ly =0.80單位板寬彎矩（KNm/m）Mx =系數(shù)(2)plx2+系數(shù)(1)plx2 =0.06171.30+0.045917 6.69) 5.5002 =11.72kN.mMy =系數(shù)(2)plx2+系數(shù)(1)plx2 =(0.04281.30+0.025833 6.69) 5.5002=6.91kN.mM支 =系數(shù)(2)plx2 = -0.1007 7.9905.502=-24kN.m雙向板截面尺寸b b10001000(mm)板寬度 bh h140140(mm)板厚度 hc ca a1515(mm)混凝土保護(hù)層厚度 cah0h0125(mm)板有效高度 h0

7、=h-ca雙向板X X軸配筋計(jì)算MxMx = = 11.72kN.m荷載作用下的彎矩值，簡支取支座反力或跨中最大值計(jì)算s=M= =0.0150.015滿滿足足結(jié)結(jié)構(gòu)構(gòu)安安全全要要求求若若截截面面抵抵抗抗矩矩系系數(shù)數(shù)s0.426不不滿滿足足結(jié)結(jié)構(gòu)構(gòu)安安全全要要求求,需需要要再再進(jìn)進(jìn)行行縱縱筋筋、截截面面計(jì)計(jì)算算！fcmbh02AS=fcmbh0= =84.484.4(mm2)設(shè)計(jì)要求鋼筋截面fyAsAs 392.5392.5(mm2)選配鋼筋截面滿滿足足要要求求10 200 布選配 1 1 = = 5 5 1010(mm)鋼筋隔距 10200mm選配 2 2 = = 0 0 1010(mm)鋼筋

8、隔距 10200mm雙向板Y Y軸配筋計(jì)算MyMy = = 6.91kN.m荷載作用下的彎矩值，簡支取支座反力或跨中最大值計(jì)算s=M= =0.0330.033滿滿足足結(jié)結(jié)構(gòu)構(gòu)安安全全要要求求若若截截面面抵抵抗抗矩矩系系數(shù)數(shù)s0.426不不滿滿足足結(jié)結(jié)構(gòu)構(gòu)安安全全要要求求,需需要要再再進(jìn)進(jìn)行行縱縱筋筋、截截面面計(jì)計(jì)算算！fcmbh02AS=fcmbh0= =96.596.5(mm2)設(shè)計(jì)要求鋼筋截面fyAsAs 251.5251.5(mm2)選配鋼筋截面滿滿足足要要求求8 200 布選配 1 1 = = 5 5 8 8(mm)鋼筋隔距 8200mm選配 2 2 = = 0 0 8 8(mm)鋼筋

9、隔距 8200mm支座配筋計(jì)算MxMx支支 = = 24.34kN.m荷載作用下的彎矩值，簡支取支座反力或跨中最大值計(jì)算s=M= =0.1150.115滿滿足足結(jié)結(jié)構(gòu)構(gòu)安安全全要要求求若若截截面面抵抵抗抗矩矩系系數(shù)數(shù)s0.426不不滿滿足足結(jié)結(jié)構(gòu)構(gòu)安安全全要要求求,需需要要再再進(jìn)進(jìn)行行縱縱筋筋、截截面面計(jì)計(jì)算算！fcmbh02AS=fcmbh0= =356.9356.9(mm2)設(shè)計(jì)要求鋼筋截面fyAsAs 392.5392.5(mm2)選配鋼筋截面滿滿足足要要求求10 200 布選配 1 1 = = 5 5 1010(mm)鋼筋隔距 10200mm選配 2 2 = = 0 0 1010(mm

10、)鋼筋隔距 10200mm3.3. 3 3 板板lyly二二邊邊嵌嵌固固 計(jì)算跨度：lx=5.55.5m板厚137.5mm 板厚取140140mmly=6.96.9mlx/ly =0.80單位板寬彎矩（KNm/m）Mx =系數(shù)(3)plx2+系數(shù)(1)plx2 =0.06171.30+0.036817 6.69) 5.5002 =9.88kN.mMy =系數(shù)(3)plx2+系數(shù)(1)plx2 =(0.04281.30+ 0.01615 6.69) 5.5002=4.95kN.mM支 =系數(shù)(3)plx2 = -0.0782 7.9905.502=-19kN.m雙向板截面尺寸b b1000100

11、0(mm)板寬度 bh h140140(mm)板厚度 hc ca a1515(mm)混凝土保護(hù)層厚度 cah0h0125(mm)板有效高度 h0=h-ca雙向板X X軸配筋計(jì)算MxMx = = 9.88kN.m荷載作用下的彎矩值，簡支取支座反力或跨中最大值計(jì)算s=M= =0.0470.047滿滿足足結(jié)結(jié)構(gòu)構(gòu)安安全全要要求求若若截截面面抵抵抗抗矩矩系系數(shù)數(shù)s0.426不不滿滿足足結(jié)結(jié)構(gòu)構(gòu)安安全全要要求求,需需要要再再進(jìn)進(jìn)行行縱縱筋筋、截截面面計(jì)計(jì)算算！fcmbh02AS=fcmbh0= =270.0270.0(mm2)設(shè)計(jì)要求鋼筋截面fyAsAs 251.5251.5(mm2)選配鋼筋截面不不滿

12、滿足足要要求求8 200 布選配 1 1 = = 5 5 8 8(mm)鋼筋隔距 8200mm選配 2 2 = = 0 0 8 8(mm)鋼筋隔距 8200mm雙向板Y Y軸配筋計(jì)算MyMy = = 4.95kN.m荷載作用下的彎矩值，簡支取支座反力或跨中最大值計(jì)算s=M= =0.0230.023滿滿足足結(jié)結(jié)構(gòu)構(gòu)安安全全要要求求若若截截面面抵抵抗抗矩矩系系數(shù)數(shù)s0.426不不滿滿足足結(jié)結(jié)構(gòu)構(gòu)安安全全要要求求,需需要要再再進(jìn)進(jìn)行行縱縱筋筋、截截面面計(jì)計(jì)算算！fcmbh02AS=fcmbh0= =129.4129.4(mm2)設(shè)計(jì)要求鋼筋截面fyAsAs 251.5251.5(mm2)選配鋼筋截面

13、滿滿足足要要求求8 200 布選配 1 1 = = 5 5 8 8(mm)鋼筋隔距 8200mm選配 2 2 = = 0 0 0 0(mm)鋼筋隔距 0200mm支座配筋計(jì)算MxMx支支 = = 18.90kN.m荷載作用下的彎矩值，簡支取支座反力或跨中最大值計(jì)算s=M= =0.0900.090滿滿足足結(jié)結(jié)構(gòu)構(gòu)安安全全要要求求若若截截面面抵抵抗抗矩矩系系數(shù)數(shù)s0.426不不滿滿足足結(jié)結(jié)構(gòu)構(gòu)安安全全要要求求,需需要要再再進(jìn)進(jìn)行行縱縱筋筋、截截面面計(jì)計(jì)算算！fcmbh02AS=fcmbh0= =528.8528.8(mm2)設(shè)計(jì)要求鋼筋截面fyAsAs 471471(mm2)選配鋼筋截面不不滿滿足

14、足要要求求10 167 布選配 1 1 = = 6 6 1010(mm)鋼筋隔距 10167mm選配 2 2 = = 0 0 8 8(mm)鋼筋隔距 8167mm3.3. 4 4 板板lxlylxly四四邊邊嵌嵌固固 計(jì)算跨度：lx=5.55.5m板厚137.5mm 板厚取140140mmly=6.96.9mlx/ly =0.80單位板寬彎矩（KNm/m）Mx =系數(shù)(4)plx2+系數(shù)(1)plx2 =0.06171.30+0.0295 6.69) 5.5002 =8.40kN.mMy =系數(shù)(4)plx2+系數(shù)(1)plx2 =(0.04281.30+0.018917 6.69) 5.50

15、025.51kN.mMx支 =系數(shù)(4)plx2 = -0.0664 7.9905.502=-16kN.mMy支 =系數(shù)(4)plx2 = -0.0559 7.9906.902=-21kN.m雙向板截面尺寸b b10001000(mm)板寬度 bh h140140(mm)板厚度 hc ca a1515(mm)混凝土保護(hù)層厚度 cah0h0125(mm)板有效高度 h0=h-ca雙向板X X軸配筋計(jì)算MxMx = = 8.40kN.m荷載作用下的彎矩值，簡支取支座反力或跨中最大值計(jì)算s=M= =0.0400.040滿滿足足結(jié)結(jié)構(gòu)構(gòu)安安全全要要求求若若截截面面抵抵抗抗矩矩系系數(shù)數(shù)s0.426不不滿

16、滿足足結(jié)結(jié)構(gòu)構(gòu)安安全全要要求求,需需要要再再進(jìn)進(jìn)行行縱縱筋筋、截截面面計(jì)計(jì)算算！fcmbh02AS=fcmbh0= =230.6230.6(mm2)設(shè)計(jì)要求鋼筋截面fyAsAs 251.5251.5(mm2)選配鋼筋截面滿滿足足要要求求8 200 布選配 1 1 = = 5 5 8 8(mm)鋼筋隔距 8200mm選配 2 2 = = 0 0 8 8(mm)鋼筋隔距 8200mm雙向板Y Y軸配筋計(jì)算MyMy = = 5.51kN.m荷載作用下的彎矩值，簡支取支座反力或跨中最大值計(jì)算s=M= =0.0260.026滿滿足足結(jié)結(jié)構(gòu)構(gòu)安安全全要要求求若若截截面面抵抵抗抗矩矩系系數(shù)數(shù)s0.426不不

17、滿滿足足結(jié)結(jié)構(gòu)構(gòu)安安全全要要求求,需需要要再再進(jìn)進(jìn)行行縱縱筋筋、截截面面計(jì)計(jì)算算！fcmbh02AS=fcmbh0= =146.3146.3(mm2)設(shè)計(jì)要求鋼筋截面fyAsAs 251.5251.5(mm2)選配鋼筋截面滿滿足足要要求求8 200 布選配 1 1 = = 5 5 8 8(mm)鋼筋隔距 8200mm選配 2 2 = = 0 0 8 8(mm)鋼筋隔距 8200mmX向支座配筋計(jì)算MxMx支支 = = 16.05kN.m荷載作用下的彎矩值，簡支取支座反力或跨中最大值計(jì)算s=M= =0.0760.076滿滿足足結(jié)結(jié)構(gòu)構(gòu)安安全全要要求求若若截截面面抵抵抗抗矩矩系系數(shù)數(shù)s0.426不

18、不滿滿足足結(jié)結(jié)構(gòu)構(gòu)安安全全要要求求,需需要要再再進(jìn)進(jìn)行行縱縱筋筋、截截面面計(jì)計(jì)算算！fcmbh02AS=fcmbh0= =444.4444.4(mm2)設(shè)計(jì)要求鋼筋截面fyAsAs 471471(mm2)選配鋼筋截面滿滿足足要要求求10 167 布選配 1 1 = = 6 6 1010(mm)鋼筋隔距 10167mm選配 2 2 = = 0 0 8 8(mm)鋼筋隔距 8167mmY向支座配筋計(jì)算MyMy支支 = = 21.26kN.m荷載作用下的彎矩值，簡支取支座反力或跨中最大值計(jì)算s=M= =0.1010.101滿滿足足結(jié)結(jié)構(gòu)構(gòu)安安全全要要求求若若截截面面抵抵抗抗矩矩系系數(shù)數(shù)s0.426不

19、不滿滿足足結(jié)結(jié)構(gòu)構(gòu)安安全全要要求求,需需要要再再進(jìn)進(jìn)行行縱縱筋筋、截截面面計(jì)計(jì)算算！fcmbh02AS=fcmbh0= =601.9601.9(mm2)設(shè)計(jì)要求鋼筋截面fyAsAs 565.5565.5(mm2)選配鋼筋截面不不滿滿足足要要求求12 200 布選配 1 1 = = 5 5 1212(mm)鋼筋隔距 12200mm選配 2 2 = = 0 0 1010(mm)鋼筋隔距 10200mm3.3. 5 5 板板lxlylxly二二邊邊嵌嵌固固 計(jì)算跨度：lx=5.55.5m板厚137.5mm 板厚取140140mmly=6.96.9mlx/ly =0.80單位板寬彎矩（KNm/m）Mx

20、 =系數(shù)(5)plx2+系數(shù)(1)plx2 =0.06171.30+ 0.0390 6.69) 5.5002 5.52 =10.32kN.mMy =系數(shù)(5)plx2+系數(shù)(1)plx2 =(0.04281.30+0.026333 6.69) 5.5002 5.527.01kN.mMx支 =系數(shù)(4)plx2 = -0.0883 7.9905.502=-21kN.ms= =0.0260.026滿滿足足結(jié)結(jié)構(gòu)構(gòu)安安全全要要求求若若截截面面抵抵抗抗矩矩系系數(shù)數(shù)s0.426不不滿滿足足結(jié)結(jié)構(gòu)構(gòu)安安全全要要求求,需需要要再再進(jìn)進(jìn)行行縱縱筋筋、截截面面計(jì)計(jì)算算！My支 =系數(shù)(4)plx2 = -0.0

21、748 7.9905.502=-18kN.m雙向板截面尺寸b b10001000(mm)板寬度 bh h140140(mm)板厚度 hc ca a1515(mm)混凝土保護(hù)層厚度 cah0h0125(mm)板有效高度 h0=h-ca雙向板X X軸配筋計(jì)算MxMx = = 10.32kN.m荷載作用下的彎矩值，簡支取支座反力或跨中最大值計(jì)算s=M= =0.0490.049滿滿足足結(jié)結(jié)構(gòu)構(gòu)安安全全要要求求若若截截面面抵抵抗抗矩矩系系數(shù)數(shù)s0.426不不滿滿足足結(jié)結(jié)構(gòu)構(gòu)安安全全要要求求,需需要要再再進(jìn)進(jìn)行行縱縱筋筋、截截面面計(jì)計(jì)算算！fcmbh02AS=fcmbh0= =281.3281.3(mm2

22、)設(shè)計(jì)要求鋼筋截面fyAsAs 301.8301.8(mm2)選配鋼筋截面滿滿足足要要求求8 167 布選配 1 1 = = 6 6 8 8(mm)鋼筋隔距 8167mm選配 2 2 = = 0 0 8 8(mm)鋼筋隔距 8167mm雙向板Y Y軸配筋計(jì)算MyMy = = 7.01kN.m荷載作用下的彎矩值，簡支取支座反力或跨中最大值計(jì)算s=M= =0.0330.033滿滿足足結(jié)結(jié)構(gòu)構(gòu)安安全全要要求求若若截截面面抵抵抗抗矩矩系系數(shù)數(shù)s0.426不不滿滿足足結(jié)結(jié)構(gòu)構(gòu)安安全全要要求求,需需要要再再進(jìn)進(jìn)行行縱縱筋筋、截截面面計(jì)計(jì)算算！fcmbh02AS=fcmbh0= =185.6185.6(mm

23、2)設(shè)計(jì)要求鋼筋截面fyAsAs 251.5251.5(mm2)選配鋼筋截面滿滿足足要要求求8 200 布選配 1 1 = = 5 5 8 8(mm)鋼筋隔距 8200mm選配 2 2 = = 0 0 8 8(mm)鋼筋隔距 8200mmX向支座配筋計(jì)算MxMx支支 = = 21.34kN.m荷載作用下的彎矩值，簡支取支座反力或跨中最大值計(jì)算s=M= =0.1010.101滿滿足足結(jié)結(jié)構(gòu)構(gòu)安安全全要要求求若若截截面面抵抵抗抗矩矩系系數(shù)數(shù)s0.426不不滿滿足足結(jié)結(jié)構(gòu)構(gòu)安安全全要要求求,需需要要再再進(jìn)進(jìn)行行縱縱筋筋、截截面面計(jì)計(jì)算算！fcmbh02AS=fcmbh0= =601.9601.9(m

24、m2)設(shè)計(jì)要求鋼筋截面fyAsAs 678.6678.6(mm2)選配鋼筋截面滿滿足足要要求求12 167 布選配 1 1 = = 6 6 1212(mm)鋼筋隔距 12167mm選配 2 2 = = 0 0 8 8(mm)鋼筋隔距 8167mmY向支座配筋計(jì)算MyMy支支 = = 18.08kN.m荷載作用下的彎矩值，簡支取支座反力或跨中最大值計(jì)算s=M= =0.0860.086滿滿足足結(jié)結(jié)構(gòu)構(gòu)安安全全要要求求若若截截面面抵抵抗抗矩矩系系數(shù)數(shù)s0.426不不滿滿足足結(jié)結(jié)構(gòu)構(gòu)安安全全要要求求,需需要要再再進(jìn)進(jìn)行行縱縱筋筋、截截面面計(jì)計(jì)算算！fcmbh02AS=fcmbh0= =506.3506

25、.3(mm2)設(shè)計(jì)要求鋼筋截面fyAsAs 471471(mm2)選配鋼筋截面不不滿滿足足要要求求10 167 布選配 1 1 = = 6 6 1010(mm)鋼筋隔距 10167mm選配 2 2 = = 0 0 1010(mm)鋼筋隔距 10167mm3.3. 6 6 板板lxlx一一邊邊lyly二二邊邊三三邊邊嵌嵌固固 計(jì)算跨度：lx=5.55.5m板厚137.5mm 板厚取140140mmly=6.96.9mlx/ly =0.80單位板寬彎矩（KNm/m）Mx =系數(shù)(6)plx2+系數(shù)(1)plx2 =0.06171.30+ 0.0331 6.69) 5.5002 =9.12kN.mM

26、y =系數(shù)(6)plx2+系數(shù)(1)plx2 =(0.04281.30+0.017567 6.69) 5.50025.24kN.mMx支 =系數(shù)(4)plx2 = -0.0722 7.9905.502=-17kN.mMy支 =系數(shù)(4)plx2 = -0.0570 7.9905.502=-14kN.m雙向板截面尺寸b b10001000(mm)板寬度 bh h140140(mm)板厚度 hc ca a1515(mm)混凝土保護(hù)層厚度 cah0h0125(mm)板有效高度 h0=h-ca雙向板X X軸配筋計(jì)算MxMx = = 9.12kN.m荷載作用下的彎矩值，簡支取支座反力或跨中最大值計(jì)算s=

27、M= =0.0430.043滿滿足足結(jié)結(jié)構(gòu)構(gòu)安安全全要要求求若若截截面面抵抵抗抗矩矩系系數(shù)數(shù)s0.426不不滿滿足足結(jié)結(jié)構(gòu)構(gòu)安安全全要要求求,需需要要再再進(jìn)進(jìn)行行縱縱筋筋、截截面面計(jì)計(jì)算算！fcmbh02AS=fcmbh0= =247.5247.5(mm2)設(shè)計(jì)要求鋼筋截面fyAsAs 251.5251.5(mm2)選配鋼筋截面滿滿足足要要求求8 200 布選配 1 1 = = 5 5 8 8(mm)鋼筋隔距 8200mm選配 2 2 = = 0 0 8 8(mm)鋼筋隔距 8200mm雙向板Y Y軸配筋計(jì)算MyMy = = 5.24kN.m荷載作用下的彎矩值，簡支取支座反力或跨中最大值計(jì)算s

28、=M= =0.0250.025滿滿足足結(jié)結(jié)構(gòu)構(gòu)安安全全要要求求若若截截面面抵抵抗抗矩矩系系數(shù)數(shù)s0.426不不滿滿足足結(jié)結(jié)構(gòu)構(gòu)安安全全要要求求,需需要要再再進(jìn)進(jìn)行行縱縱筋筋、截截面面計(jì)計(jì)算算！fcmbh02AS=fcmbh0= =140.6140.6(mm2)設(shè)計(jì)要求鋼筋截面fyAsAs 251.5251.5(mm2)選配鋼筋截面滿滿足足要要求求8 200 布選配 1 1 = = 5 5 8 8(mm)鋼筋隔距 8200mm選配 2 2 = = 0 0 0 0(mm)鋼筋隔距 0200mmX向支座配筋計(jì)算MxMx支支 = = 17.45kN.m荷載作用下的彎矩值，簡支取支座反力或跨中最大值計(jì)算

29、s=M= =0.0830.083滿滿足足結(jié)結(jié)構(gòu)構(gòu)安安全全要要求求若若截截面面抵抵抗抗矩矩系系數(shù)數(shù)s0.426不不滿滿足足結(jié)結(jié)構(gòu)構(gòu)安安全全要要求求,需需要要再再進(jìn)進(jìn)行行縱縱筋筋、截截面面計(jì)計(jì)算算！fcmbh02AS=fcmbh0= =489.4489.4(mm2)設(shè)計(jì)要求鋼筋截面fyAsAs 471471(mm2)選配鋼筋截面不不滿滿足足要要求求10 167 布選配 1 1 = = 6 6 1010(mm)鋼筋隔距 10167mm選配 2 2 = = 0 0 8 8(mm)鋼筋隔距 8167mmY向支座配筋計(jì)算MyMy支支 = = 13.78kN.m荷載作用下的彎矩值，簡支取支座反力或跨中最大值

30、計(jì)算s=M= =0.0650.065滿滿足足結(jié)結(jié)構(gòu)構(gòu)安安全全要要求求若若截截面面抵抵抗抗矩矩系系數(shù)數(shù)s0.426不不滿滿足足結(jié)結(jié)構(gòu)構(gòu)安安全全要要求求,需需要要再再進(jìn)進(jìn)行行縱縱筋筋、截截面面計(jì)計(jì)算算！fcmbh02AS=fcmbh0= =376.9376.9(mm2)設(shè)計(jì)要求鋼筋截面fyAsAs 392.5392.5(mm2)選配鋼筋截面滿滿足足要要求求10 200 布選配 1 1 = = 5 5 1010(mm)鋼筋隔距 10200mm選配 2 2 = = 0 0 1010(mm)鋼筋隔距 10200mm鋼鋼筋筋強(qiáng)強(qiáng)度度標(biāo)標(biāo)準(zhǔn)準(zhǔn)值值和和強(qiáng)強(qiáng)度度設(shè)設(shè)計(jì)計(jì)值值（N/mm2)N/mm2)序鋼 筋 種

31、 類號1熱軋鋼筋級（3號鋼A3，AY3）2級:20錳硅（20MnSi）d25320錳鈮半（20MnNb）d=28404級:25錳硅（25MnSi）5級:40硅2錳釩（40Si2MnV）45硅錳釩（45Si2MnV）45硅2錳鈦（45Si2MnTi）6冷拉鋼筋級(d12)7級d258d=28409級10級11熱處理鋼筋40硅2錳（40Si2Mn）（d=6.0)48硅2錳（48Si2Mn）（d=8.2)45硅2鉻（45Si2Cr）（d=10.0)鋼鋼筋筋混混凝凝土土矩矩形形截截面面受受彎彎構(gòu)構(gòu)件件正正截截面面受受彎彎承承載載力力計(jì)計(jì)算算系系數(shù)數(shù)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