《樓面板設(shè)計(jì)案例綜述》880字

樓面板設(shè)計(jì)案例綜述1.1設(shè)計(jì)資料樓面活荷載標(biāo)準(zhǔn)值為2.0KN/m2，混凝土采用C30，鋼筋采用HRB400級(jí)鋼筋，按彈性理論進(jìn)行設(shè)計(jì)。1.2荷載計(jì)算g=3.742*1.3=4.865KN/m2q=2.00*1.5=3.000KN/m2g+q=4.865+3.000=7.865KN/m2g+q/2=4.865+1.500=6.365KN/m2q/2=1.500KN/m2板厚h=120mm，內(nèi)跨l0=lc，lc為軸線間距離；邊跨l0=ln+b，b為梁寬。1.3彎矩計(jì)算跨中最大彎矩為當(dāng)內(nèi)支座固定時(shí)在g+q/2作用下的跨中彎矩值與內(nèi)支座鉸支時(shí)在q/2作用下的跨中彎矩之和?？紤]泊松比影響，取ν=0.2。支座最大負(fù)彎矩為當(dāng)內(nèi)支座固定時(shí)g+q作用下的支座彎矩。(1)板Al01/l02=6300/10200=0.62，因此按雙向板計(jì)算。查表可得，周邊固定時(shí)，l01，l02方向的跨中彎矩系數(shù)分別為0.0359，0.0083，支座彎矩系數(shù)分別為-0.0783，-0.0571；周邊簡(jiǎn)支時(shí)，l01，l02方向的跨中彎矩系數(shù)分別為0.0792，0.0254。則有m1=(0.0359+0.2*0.0083)(g+q/2)l201+(0.0792+0.2*0.0254)ql201/2=7.77KN·mm2=(0.0083+0.2*0.0359)(g+q/2)l201+(0.0254+0.2*0.0792)ql201/2=7.80KN·mm1’=-0.0783(g+q)l201=-18.20KN·mm1’’=0KN·mm2’=0KN·mm2’’=-0.0571(g+q)l201=-17.02KN·m一類(lèi)環(huán)境類(lèi)別板的最小保護(hù)層厚度為15mm。假定縱向鋼筋直徑d=10mm，板厚120mm，則有效截面高度h0=120-15-10/2=100mm，板寬b=1000mm。C30混凝土，α1=1.0，fc=14.3N/mm2；HRB400級(jí)鋼筋，fy=360N/mm2。l01方向上，彎矩M=7.77KN·mαs=M/(α1fcbh02)=(7.77*106)/(1.0*14.3*1000*1002)=0.054ξ=1-√(1-2αs)=1-√(1-2*0.054)=0.056＜0.518計(jì)算配筋A(yù)s=ξbh0α1fc/fy=0.056*1000*100*1.0*14.3/360=222.44mm2實(shí)際配筋為8@200，As=251mm2l02方向上，彎矩M=7.80KN·mαs=M/(α1fcbh02)=0.055ξ=1-√(1-2αs)=0.057計(jì)算配筋A(yù)s=ξbh0α1fc/fy=226.42mm2實(shí)際配筋為8@200，As=251mm2(2)板Cl01/l02=2700/10200=0.26，因此按單向板計(jì)算。板中心處彎矩M=（g+q）l201/8=7.865*2.702/8=8.20KN·mαs=M/(α1fcbh02)=（8.20*106）/（1.0*14.3*1000*1002）=0.057γs=[1+√(1-2αs)]/2=[1+√(1-2*0.057)]/2=0.97計(jì)算配筋A(yù)s=M/（γsfyh0）=8.20*106/(0.97*360*100)=234.82mm2實(shí)際配筋為8@200，As=251mm2其余板的彎矩值及配筋計(jì)算過(guò)程列于表9-1~9-3：表9-1按彈性理論計(jì)算的彎矩值（雙向板）區(qū)格項(xiàng)目AEBHDIl01（m）6.36.96.97.86.03.4l02(m)10.21.010.211.16.95.4l01/l020.620.770.680.700.870.63m1(KN·m)7.778.117.396.387.854.57m2(KN·m)7.808.115.273.267.523.51m1’(KN·m)-18.20-16.290-11.03-6.36-6.58m1’’(KN·m)00-13.80-11.03-6.36-6.58m2’(KN·m)0-16.29-11.82-8.41-4.53-4.53m2’’(KN·m)-17.02-16.29-11.82-8.41-4.53-4.53表9-2板的配筋計(jì)算（雙向板）項(xiàng)目截面h0(mm)M(KN·m)As(mm2)配筋實(shí)際配筋A(yù)s(mm2)Al01跨中1007.77227.198@200251l01支座10018.20532.1610@140561l02跨中1007.80228.078@200251l02支座10017.02497.6710@140561El01跨中1008.11237.138@200251l01支座10016.29476.3210@160491l02跨中1008.11237.138@200251l02支座10016.29476.3210@160491Bl01跨中1007.39216.088@200251l01支座10013.80403.5110@160491l02跨中1005.27154.098@200251l02支座10011.82345.618@140359Hl01跨中1006.28183.638@200251l01支座10011.03322.518@140359l02跨中1003.2695.328@200251l02支座1008.41245.918@200251Dl01跨中1007.85112.578@200251l01支座1006.36185.968@200251l02跨中1007.5244.448@200251l02支座1004.53132.468@200251Il01跨中1004.57133.638@200251l01支座1006.58192.408@200251l02跨中1003.51102.638@200251l02支座1004.53132.468@200251最小配筋率驗(yàn)算：As/（bh）=251/(1000*120)=0.21%，此值大于0.45ft/fy=0.45*1.43/360=0.18%，同時(shí)大于0.2%，滿足要求。表9-3板的配筋計(jì)算（單向板）截面CFG彎矩M（KN·m）8.208.208.20αs=M/(α1fcbh02)0.0570.0570.057γs=[1+√(1-2αs)]/20.970.970.97As=M/（γsfyh0）234.82234