《建筑結(jié)構(gòu)框架截面設(shè)計案例綜述》4600字

.3框架柱截面設(shè)計1.3.1設(shè)計基本信息柱混凝土等級（14.3，1.43），縱筋，箍筋，環(huán)境類別為一類，35mm，本示例取A軸第4層柱（600mm×600mm）進行設(shè)計。1.3.2柱軸壓比、剪跨比驗算以4層的邊跨柱A軸柱為例，取最不利內(nèi)力（Nmax及相應(yīng)的M），進行詳細演算：截面寬度600，截面有效高度：600-35=565柱頂：-225.17，392.24，150.14柱底：181.47，437.87，150.14剪跨比計算彎矩取柱頂與柱底之間的較大值，剪力取與之對應(yīng)的剪力。剪跨比：225.17/(150.14×0.565)=2.65>2柱頂軸壓比：(392.24×1000)/(14.3×600×600)=0.08<0.9柱底軸壓比：(437.87×1000)/(14.3×600×600)=0.09<0.9軸壓比、剪跨比均滿足規(guī)范要求。表6-10剪跨比驗算層號柱編號4邊柱225.17150.146005652.65中柱211.26153.656005652.433邊柱218.75147.776005652.62中柱280.55181.596005652.732邊柱284.03185.646005652.71中柱349.96232.806005652.661邊柱287.72147.466005653.45中柱314.89170.376005653.27表6-11柱軸壓比驗算層號柱編號4柱頂392.24470.5714.36006000.080.09柱底437.87511.2014.36006000.090.103柱頂881.991065.5314.36006000.170.21柱底927.621111.1614.36006000.180.222柱頂1374.811663.4914.36006000.270.32柱底1420.441709.1214.36006000.280.331柱頂1871.742263.4614.36006000.360.44柱底1928.492320.2114.36006000.370.451.3.3柱正截面受彎承載力設(shè)計1.柱頂正截面受彎承載力設(shè)計根據(jù)設(shè)計規(guī)范，軸向壓力產(chǎn)生的二階效應(yīng)的彎矩設(shè)計值，計算公式如下：；；0.7+0.3×181.47/225.17=0.942；(當小于0.7時，=0.7)；=eq\f(0.5×14.3×600×600,392.24×103)=1.562＞1，取=1(當大于1，=1.00)eq=1+\f(1,1300×(225.17/392.24×1000+20)/565)\b\lc\((\b\rc\)(\f(3900,600)))2×1=1.0310.942×1.031=0.971＜1，取1.0(當小于1，取1.00)則1.0×225.17=225.172020+225.17×1000/392.24+600/2-35=859.07EQ\F(392.24×1000,1.0×14.3×600)=45.72＜=0.518×565=292.67判定為大偏心受壓，ξ的計算公式如下：大偏壓：小偏壓：EQ=\f(0.80×392.24×859.07×1000-1.0×14.3×600×5652×0.264×(1-0.5×0.264),360×(565-35))=298.32單側(cè)配筋420，實配面積1257；配筋率=1257/(600×565)=0.37%>0.2%，滿足要求。全部縱筋配筋1220，實配面積3770；配筋率=3770/(600×565)=1.11%<5%，滿足要求。2.柱底正截面受彎承載力設(shè)計0.7+0.3×181.47/225.17=0.942；(當小于0.7時，=0.7)；=eq\f(0.5×14.3×600×600,392.24×103)=5.878＞1，取=1(當大于1，=1.00)eq=1+\f(1,1300×(225.17/392.24×1000+20)/565)\b\lc\((\b\rc\)(\f(3900,600)))2×1=1.0420.942×1.042=0.982＜1，取1.0(當小于1，取1.00)則1.0×225.17=225.172020+225.17×1000/392.24+600/2-35=699.43EQ\F(392.24×1000,1.0×14.3×600)=51.03＜=0.518×565=292.67判定為大偏心受壓，ξ的計算公式如下：大偏壓：小偏壓：EQ=\f(0.80×392.24×699.43×1000-1.0×14.3×600×5652×0.264×(1-0.5×0.264),360×(565-35))=41.04單側(cè)配筋420，實配面積1257；配筋率=1257/(600×600)=0.37%>0.2%，滿足要求。全部縱筋配筋1220，實配面積3770；配筋率=3770/(600×600)=1.11%<5%，滿足要求。1.3.4柱斜截面受剪承載力設(shè)計EQ根據(jù)《建筑抗震設(shè)計規(guī)范》6.3.7，配置箍筋為8@100/200(4×4)，即箍筋加密區(qū)間距100，非加密區(qū)間距200，縱向和橫向均為4肢箍筋1.柱頂斜截面抗剪驗算如下：剪跨比2.65＜3，取2.65（注：時取，時?。?92.24EQ=\F(1,0.85)\b\lc\((\b\rc\)(\f(1.75×1.43×600×565,2.65+1)+\f(360×4×50.3×565,100)+0.07×392.24×1000))=781.88kN>150.14kN，滿足抗剪要求?？蚣苤w積配箍率：4×50.3×[(600-70)+(600-70)]/[(600-70)×(600-70)×100]=0.759%體積配箍率≥0.4%，并且=0.516%>，均滿足要求。2.柱底斜截面抗剪驗算如下：剪跨比2.14＜3，取2.14（注：時取，時?。?92.24EQ=\F(1,0.85)\b\lc\((\b\rc\)(\f(1.75×1.43×600×565,2.14+1)+\f(360×4×50.3×565,100)+0.07×437.87×1000))=835.46kN>150.14kN，滿足抗剪要求。體積配箍率≥0.4%，并且=0.516%>，均滿足要求。柱端加密區(qū)取S=100mm,選用48.非柱端加密區(qū)S=200mm<15d=15×20=300mm,選用48柱端加密區(qū)長度max{600,4500/6,500}=750mm表6-12A柱正截面設(shè)計層號柱截面偏壓類型配筋(角側(cè)配筋)單邊43900柱頂-225.17392.240.75201.000.9421.031859.07大偏心0.081210.024200.371.112柱底181.47437.870.75201.000.9421.042699.43大偏心0.090-34.224200.371.11233900柱頂-181.47881.990.80201.000.9491.081491.11大偏心0.182-539.534200.371.112柱底218.75927.620.80201.000.9491.072524.82大偏心0.191-442.844200.371.11223900柱頂-218.751374.810.80201.000.9311.103448.33大偏心0.284-909.494200.371.112柱底284.031420.440.80201.000.9311.083481.72大偏心0.293-691.244200.371.11214850柱頂-228.401871.740.80201.000.9381.129414.28大偏心0.386-1221.364200.371.112柱底287.721928.490.80201.000.9381.109440.16大偏心0.398-1015.714200.371.112表6-13B柱正截面設(shè)計層號柱截面偏壓類型配筋(角側(cè)配筋)單邊43900柱頂-204.88470.570.75201.000.9911.040733.85大偏心0.09731.594200.371.112柱底211.26511.200.75201.000.9911.043707.90大偏心0.106-10.814200.371.11233900柱頂-211.261065.530.80201.000.9261.084484.02大偏心0.220-641.094200.371.112柱底280.551111.160.80201.000.9261.067537.48大偏心0.229-409.184200.371.11223900柱頂-280.551663.490.80201.000.9401.097459.05大偏心0.343-878.974200.371.112柱底349.961709.120.80201.000.9401.082493.31大偏心0.353-633.774200.371.11214850柱頂-281.412263.460.80201.000.9681.127420.68大偏心0.467-1145.434200.371.112柱底314.892320.210.80201.000.9681.118431.88大偏心0.479-1024.944200.371.112表6-14C柱正截面設(shè)計層號柱截面偏壓類型配筋(角側(cè)配筋)單邊43900柱頂-204.88470.570.75201.000.9911.040733.85大偏心0.09731.594200.371.112柱底211.26511.200.75201.000.9911.043707.90大偏心0.106-10.814200.371.11233900柱頂-211.261065.530.80201.000.9261.084484.02大偏心0.220-641.094200.371.112柱底280.551111.160.80201.000.9261.067537.48大偏心0.229-409.184200.371.11223900柱頂-280.551663.490.80201.000.9401.097459.05大偏心0.343-878.974200.371.112柱底349.961709.120.80201.000.9401.082493.31大偏心0.353-633.774200.371.11214850柱頂-281.412263.460.80201.000.9681.127420.68大偏心0.467-1145.434200.371.112柱底314.892320.210.80201.000.9681.118431.88大偏心0.479-1024.944200.371.112表6-15D柱正截面設(shè)計層號柱截面偏壓類型配筋(角側(cè)配筋)單邊43900柱頂-225.17392.240.75201.000.9421.031859.07大偏心0.081210.024200.371.112柱底181.47437.870.75201.000.9421.042699.43大偏心0.090-34.224200.371.11233900柱頂-181.47881.990.80201.000.9491.081491.11大偏心0.182-539.534200.371.112柱底218.75927.620.80201.000.9491.072524.82大偏心0.191-442.844200.371.11223900柱頂-218.751374.810.80201.000.9311.103448.33大偏心0.284-909.494200.371.112柱底284.031420.440.80201.000.9311.083481.72大偏心0.293-691.244200.371.11214850柱頂-228.401871.740.80201.000.9381.129414.28大偏心0.386-1221.364200.371.112柱底287.721928.490.80201.000.9381.109440.16大偏心0.398-1015.714200.371.112表6-16柱斜截面抗剪計算柱號層號加密區(qū)非加密區(qū)最小體積配箍率%A柱4150.14127.62437.9437.95653.450.5168@100(2)0.678@200(2)0.340.403147.77125.61927.6927.65653.450.5168@100(2)0.678@200(2)0.340.402185.64157.801420.41420.45653.450.5168@100(2)0.678@200(2)0.340.401147.46125.341928.51544.45654.290.5168@100(2)0.678@200(2)0.340.40B柱4153.65130.60511.2511.25653.450.5168@100(2)0.678@200(2)0.340.403181.59154.351111.21111.25653.450.5168@100(2)0.678@200(2)0.340.402232.80197.881709.11544.45653.450.5168@100(2)0.678@200(2)0.