鋼筋混凝土結(jié)構(gòu)計(jì)算表格

單筋矩形截面正截面受彎配筋計(jì)算,,,,,,,,,,,,

1、計(jì)算參數(shù),,,,,,,,,,,,

彎矩設(shè)計(jì)值M(N*mm),150000000,承載能力安全系數(shù)K,,,1.2,(按SL191-2008水工混凝土結(jié)構(gòu)設(shè)計(jì)規(guī)范3.2.4規(guī)定采用),,,,,,

截面寬度b（mm）,1000,截面高度h（mm）,,,250,,,,,,,

混凝土強(qiáng)度等級(jí),C25,混凝土抗壓強(qiáng)度設(shè)計(jì)值fc(N/mm2),,,11.9,混凝土抗拉強(qiáng)度標(biāo)準(zhǔn)值ftk(N/mm2),,,1.78,混凝土彈性模量Ec,,25500

鋼筋類型,HRB335,鋼筋抗壓強(qiáng)度設(shè)計(jì)值f'y(N/mm2),,,300,鋼筋抗拉強(qiáng)度設(shè)計(jì)值fy(N/mm2),,,300,鋼筋彈性模量Es,,200000

受拉鋼筋截面重心至受拉區(qū)邊緣距離as（mm）,,,40,,,受壓鋼筋截面重心至受拉區(qū)邊緣距離a's（mm）,,,,,40,

截面有效高度h0=h-as（mm）,,210,相對(duì)界限受壓區(qū)計(jì)算高度ξb=0.8/(1+fy/0.0033*Es),,,,,,0.55,,,

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2、承載能力極限狀態(tài)驗(yàn)算,,,,,,,,,,,,

截面矩抵抗系數(shù)αs,0.343,受壓區(qū)相對(duì)高度ξ=1-(1-2*αS）^0.5=,,,,0.44,<,ξb=,0.55,,,

受拉區(qū)鋼筋面積AS=fcξbh0/fy(mm2),,3665,,最小配筋率,0.002,(按SL191-2008水工混凝土結(jié)構(gòu)設(shè)計(jì)規(guī)范表9.5.1規(guī)定采用),,,,,,

實(shí)際配置鋼筋面積(mm2),,4000,,,,,,,,,,

3、正常使用極限狀態(tài)驗(yàn)算,,,,,,,,,,,,

(1)抗裂計(jì)算,,,,,,,,,,,,

砼拉應(yīng)力限制系數(shù)αct,,0.85,截面抵抗矩塑性指數(shù)γm,,,1.705,(按SL191-2008水工混凝土結(jié)構(gòu)設(shè)計(jì)規(guī)范附錄C規(guī)定計(jì)算得出),,,,,

鋼筋彈性模量和混凝土彈性模量的比值αE=Es/Ec,,,,,7.84,縱向受拉鋼筋的配筋率ρ=As/bh0,,,,0.0044,,

換算截面重心至受壓邊緣的距離y0=(0.5+0.425αEρ)h(mm),,,,128,換算截面重心對(duì)其重心軸的慣性矩I0=(0.0833+0.19αEρ)bh3(mm4),,,,,,1403972500,

換算截面受拉邊緣的彈性抵抗矩W0=I0/(h-y0)(mm3),,,,11507971,,,,,,,,

γmαctftkW0=,,3621778719,,,,,,,,,,

滿足抗裂要求,,,,,,,,,,,,

2.裂縫開(kāi)展寬度計(jì)算,,,,,,,,,,,,

砼拉應(yīng)力限制系數(shù)αct,,0.85,,截面抵抗矩塑性指數(shù)γm,,,,,,,,

,,1.705,（按《規(guī)范SL191-2008》附錄C規(guī)定：矩形截面1.55*1.1）,,,,,,,,,

αE=Es/Ec=,,#REF!,砼截面面積Ac=bh=,,#REF!,,,,,,,

換算截面面積A0=Ac+αEAS+αEAˊS=,,,#REF!,,,,,,,,,

重心到受壓邊緣的距離yˊc=h/2=,,,#REF!,,,,,,,,,

換算截面重心至受壓邊緣的距離y0=（Acyˊc+αEASh0+αEAˊSaˊs)/A0=,,,,#REF!,,,,,,,,

頂板截面對(duì)本身重心的極慣性矩Ic=bh3/12=,,,#REF!,,,,,,,,,

換算截面對(duì)其重心軸的慣性矩I0=IC+AC(y0-yˊc)2+αEAs(h0-y0)2+αEAˊs(y0-aˊs)2=,,,,#REF!,,,,,,,,

換算截面受拉邊緣的彈性抵抗矩W0=I0/(h-y0)=,,,,#REF!,,,,,,,,

γmαctftkA0W0/(e0A0-W0)=,,#REF!,(<Nmax=,#REF!,),,,,,,,

不截面滿足抗裂要求,,,,,,,,,,,,

2.裂縫開(kāi)展寬度計(jì)算,,,,,,,,,,,,

l0/h=,,#DIV/0!,<,14,,,,,,,,

取ηs=,,1.0,截面重心至縱向受拉鋼筋合力點(diǎn)的距離ys,,#REF!,,,,,,,

縱向壓力作用點(diǎn)至縱向受拉鋼筋合力點(diǎn)的距離e,,#REF!,,,,,,,,,,

縱向受拉鋼筋合力點(diǎn)至受壓區(qū)合力點(diǎn)的距離z=[0.87-0.12*(h0/e)2]*h0,,,#REF!,,,,,,,,,

按荷載標(biāo)準(zhǔn)值計(jì)算的縱向受拉鋼筋應(yīng)力σsk=Nk(e/Z-1)/As=,,,#REF!,,,,,,,,,

綜合影響系數(shù)α=,2.1,外層縱向受拉鋼筋外邊緣至受拉區(qū)邊緣的距離c,,#REF!,,,,,,,,

鋼筋直徑d(mm)=,16,有效受拉區(qū)混凝土截面面積Ate=2*as*b=,,#REF!,,,,,,,,

縱向受拉鋼筋的有效配筋率ρte,,#R