現(xiàn)澆樓面板設(shè)計(jì)案例

第第I頁(yè)現(xiàn)澆樓面板設(shè)計(jì)案例綜述該工程樓蓋為整體現(xiàn)澆式，樓面板是雙向板，板厚為120mm，則。7.1跨中最大彎矩將總荷載q=g+p分成兩部分：q‘=g+1/2p[8]q“=1/2p[9]g均布靜荷載；p均布活荷載。7.2支座中點(diǎn)最大彎矩恒載值g=3.792×1.2=4.55kN/m2活載值：教室部分p=2.5×1.4=3.5kN/m2走廊部分p=3.5×1.4=4.9kN/m2則教室部分q=4.55+3.5=8.05kN/m2q‘=4.55+1.75=6.3kN/m2q“=1/2×3.5=1.75kN/m2則走廊部分q=4.55+4.9=9.45kN/m2q‘=4.55+2.45=7kN/m2q“=1/2×4.9=2.45kN/m2鋼筋混凝土泊桑比μ可取1/6[10]。7.3C區(qū)格圖7.1C區(qū)格板q”作用計(jì)算簡(jiǎn)圖lx/ly=3.6/6.9=0.5227.3.1跨內(nèi)最大彎矩q‘作用下見附表2-4[11]，得μ=0時(shí)Mxmax=0.0393q‘lx2=0.0393×6.3×3.62=3.209kN·mMymax=0.0046q‘lx2=0.0046×6.3×3.62=0.376kN·m換算成μ=1/6時(shí)，可利用公式Mx(μ)=Mx+μMyMy(μ)=Mx+μMyMx(μ)=3.209+1/6×0.376=3.272kN·mMy(μ)=0.376×1/6×3.209=0.911kN·mq“作用下見附表2-5[12]，得μ=0時(shí)Mx=0.0546q“l(fā)x2=0.0546×1.75×3.62=1.238kN·mMy=0.009q“l(fā)x2=0.009×1.75×3.62=0.204kN·m換算成μ=1/6時(shí)，可利用公式Mx(μ)=1.238+1/6×0.204=1.272kN·mMy(μ)=0.204×1/6×1.238=0.41kN·m疊加后：Mx(C)=3.272+1.272=4.544kN·mMy(C)=0.911+0.41=1.321kN·m7.3.2支座中點(diǎn)固端彎矩q作用下見附表2-4，得Mx(C)=-0.0822qlx2=-0.0822×8.05×3.62=-8.576kN·mMy(C)=-0.057qlx2=-0.057×8.05×3.62=-5.497kN·m7.4B區(qū)格圖7.2C區(qū)格板q”作用計(jì)算簡(jiǎn)圖ly/lx=3/3.6=0.8337.4.1跨內(nèi)最大彎矩q‘作用下見附表2-4，得μ=0時(shí)Mxmax=0.0255q‘lx2=0.0255×7×32=1.607kN·mMymax=0.0152q‘lx2=0.0152×7×32=0.958kN·m換算成μ=1/6時(shí)，可利用公式Mx(μ)=Mx+μMyMy(μ)=Mx+μMyMx(μ)=1.607+1/6×0.958=1.767kN·mMy(μ)=0.958×1/6×1.607=1.226kN·mq“作用下見附表2-1，得μ=0時(shí)Mx=0.0525q“l(fā)x2=0.0525×2.45×32=1.158kN·mMy=0.0343q“l(fā)x2=0.0343×2.45×32=0.756kN·m換算成μ=1/6時(shí)，可利用公式Mx(μ)=1.158+1/6×0.756=1.284kN·mMy(μ)=0.756×1/6×1.158=0.949kN·m疊加后：Mx(B)=1.767+1.284=3.051kN·mMy(B)=1.226+0.949=2.175kN·m7.4.2支座中點(diǎn)固端彎矩q作用下見附表2-4，得Mx(B)=-0.0639qlx2=-0.0639×9.45×32=-5.435kN·mMy(B)=-0.0553qlx2=-0.0553×9.45×32=-4.703kN·m樓面板配筋表見表7.1及表7.2。表7.1板跨中配筋計(jì)算截面位置CxCyBxByM4.5441.3213.0512.175αs=M/fcbh020.0320.0090.0210.015ξ0.0330.0090.0210.015As=ξfcbh0/fy131368360實(shí)配鋼筋（mm2）C6@200,As=141C6@200,As=141C6@200,As=141C6@200,As=141表7.2支座配筋計(jì)算截面位置X向Y向[C][B][C][B]M8.5765.4355.4974.703αs=M/fcbh020.060