柱配箍率計算(新)

柱體積配箍率計算,,,,,,,,,,,,,,,,,,,

,,,,,,,,,,,混凝土強(qiáng)度和模量,,,,,,,,

,表6.4.7柱端箍筋加密區(qū)最小配箍特征值λV,,,,,,,,,,強(qiáng)度,fc,ft,Ec,,,,,

抗震等級,箍筋形式,柱軸壓比,,,,,,,,,類型,N/mm2,N/mm2,N/mm2,,,,,

,,0.30,0.40,0.50,0.60,0.70,0.80,0.90,1.00,1.05,C15,7.20,0.91,22000,,,,,

特一,A普通箍復(fù)合箍,0.12,0.13,0.15,0.17,0.19,0.22,0.25,,,C20,9.60,1.10,25500,,,,,

,B螺旋復(fù)合或連續(xù)復(fù)合螺旋,0.10,0.11,0.13,0.15,0.17,0.20,0.23,,,C25,11.90,1.27,28000,,,,,

一,A普通箍復(fù)合箍,0.10,0.11,0.13,0.15,0.17,0.20,0.23,,,C30,14.30,1.43,30000,,,,,

,B螺旋復(fù)合或連續(xù)復(fù)合螺旋,0.08,0.09,0.11,0.13,0.15,0.18,0.21,,,C35,16.70,1.57,31500,,,,,

二,A普通箍復(fù)合箍,0.08,0.09,0.11,0.13,0.15,0.17,0.19,0.22,0.24,C40,19.10,1.71,32500,,,,,

,B螺旋復(fù)合或連續(xù)復(fù)合螺旋,0.06,0.07,0.09,0.11,0.13,0.15,0.17,0.20,0.22,C45,21.10,1.80,33500,,,,,

三、四,A普通箍復(fù)合箍,0.06,0.07,0.09,0.11,0.13,0.15,0.17,0.20,0.22,C50,23.10,1.89,34500,,,,,

,B螺旋復(fù)合或連續(xù)復(fù)合螺旋,0.05,0.06,0.07,0.09,0.11,0.13,0.15,0.18,0.20,C55,25.30,1.96,35500,,,,,

,,,計算λV的過程的數(shù)據(jù),,,,,,,,C60,27.50,2.04,36000,,,,,

柱抗震等級,三級,,軸壓比,0.3,插入值,0.4,求表行數(shù),6,,,C65,29.70,2.09,36500,,,,,

柱的軸壓比,0.25,,λV,0.06,0.060,0.07,求表列數(shù),0,,,C70,31.80,2.14,37000,,,,,

箍筋形式,A,,,,,,,,,,C75,33.80,2.18,37500,,,,,

讀取特征值,0.060,說明：,"1,本表已經(jīng)考慮了特一級、一、二、三、四級柱的最小構(gòu)造體積配箍率0.8%、0.8%、0.6%、0.4%、0.4%",,,,,,,,C80,35.90,2.22,38000,,,,,

砼強(qiáng)度等級,C40,,,,,,,,,,,,,,,,,,

砼抗壓強(qiáng)度,19.1,,2，本表已經(jīng)考慮了砼強(qiáng)度小于C35和鋼箍強(qiáng)度大于360的情況處理。,,,,,,,,,,,,,,,,

箍筋等級,HPB300,,3，剪跨比不大于2的柱取右列數(shù)值,,,9度時為,1.50%,9度以下為,1.20%,,,,,,,,,,

箍筋強(qiáng)度,270,,4，框支柱取右格中的數(shù)值,,,錯誤,,,,,,,,,,,,,

計算配箍率,0.42%,,5，計算λV的過程數(shù)據(jù)是根據(jù)軸壓比、抗震等級、箍筋形式來求λV的。當(dāng)軸壓比超出表中數(shù)值時計算沒有意義。,,,,,,,,,,,,,,,,

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,,,6，本表上下兩部分是相互獨(dú)立的，上部的表只求出某根柱的體積配箍率。下部是求實際配箍的體積配箍率。然后用戶自己比較取用。,,,,,,,,,,,,,,,,

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截面類型一,,,,,,截面類型一a(內(nèi)外箍筋不同),,,,,,,,,,,,,

類型1柱截面b=,500,,,,,類型1柱截面b=,,1000,,,,,,,,,,,

類型1柱截面h=,500,,,,,類型1柱截面h=,,1000,,,,,,,,,,,

類型1柱保護(hù)層c=,30,,,,,類型1柱保護(hù)層c=,,30,,,,,,,,,,,

平行b的肢數(shù),3,,,,,平行b的肢數(shù),,5,,,,,,,,,,,

平行h的肢數(shù),3,,,,,平行h的肢數(shù),,5,,,,,,,,,,,

箍筋直徑=,10,,,,,外箍筋直徑=,,12,,,,,,,,,,,

箍筋間距S=,100,,,,,內(nèi)箍筋直徑=,,12,,,,,,,,,,,

體積配箍率=,1.07%,,,,,箍筋間距S=,,100,,,,,,,,,,,

,,,,,,體積配箍率=,,1.20%,,,,,,,,,,,

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截面類型二,,,,,,截面類型三,,,,,,,,,,,,,

類型2柱截面b=,500,,,,,類型3柱截面b=,,500,,,,,,,,,,,

類型2柱截面h=,500,,,,,類型3柱截面h=,,500,,,,,,,,,,,

類型2柱保護(hù)層c=,35,,,,,類型3柱保護(hù)層c=,,30,,,,,,,,,,,

箍筋直徑=,8,,,,,箍筋直徑=,,8,,,,,,,,,,,

箍筋間距S=,100,,,,,箍筋間距S=,,100,,,,,,,,,,,

體積配箍率=,0.69%,（注：斜箍按三等分計算）,,,,體積配箍率=,,0.78%,,,,,,,,,,,

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截面類型四,,,,,,截面類型五,,,,,,,,,,,,,

類型4柱截面D=,450,,,,,類型5柱截面D=,,550,,,,,,,,,,,

類型4柱保護(hù)層c=,30,,,,,類型5柱保護(hù)層c=,,30,,,,,,,,,,,

箍筋直徑=,10,,,,,箍筋直徑=,,10,,,,,,,,,,,

箍筋間距S=,100,,,,,箍筋間距S=,,100,,,,,,,,,,,

體積配箍率=,1.76%,,,,,體積配箍率=,,1.71%,,,,,,,,,,,

（注：6根主筋均勻排列）,,,,,,（注：8根主筋均勻排列）,,,,,,,,,,,,,

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截面類型六,,,,,,截面類型七,,,,,,,,,,,,,

類型6柱截面D=,700,,,,,類型7柱截面D=,,900,,,,,,,,,,,

類型6柱保護(hù)層c=,30,,,,,類型7柱保護(hù)層c=,,30,,,,,,,,,,,

箍筋直徑=,10,,,,,箍筋直徑=,,10,,,,,,,,,,,

箍筋間距S=,100,,,,,箍筋間距S=,,100,,,,,,,,,,,

體積配箍率=,1.70%,,,,,體積配箍率=,,1.59%,,,,,,,,,,,

（注：12根主筋均勻排列）,,,,,,（注：16根主筋均勻排列）,,,,,,,,,,,,,

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截面類型八,,,,,,截面類型九,,,,,,,,,,,,,

類型8柱截面D=,1200,,,,,類型9柱截面D=,,1500,,,,,,,,,,,

類型8柱保護(hù)層c=,30,,,,,類型9柱保護(hù)層c=,,30,,,,,,,,,,,

箍筋直徑=,10,,,,,箍筋直徑=