《建筑结构框架截面设计案例综述》4600字

.3框架柱截面设计1.3.1设计基本信息柱混凝土等级（14.3，1.43），纵筋，箍筋，环境类别为一类，35mm，本示例取A轴第4层柱（600mm×600mm）进行设计。1.3.2柱轴压比、剪跨比验算以4层的边跨柱A轴柱为例，取最不利内力（Nmax及相应的M），进行详细演算：截面宽度600，截面有效高度：600-35=565柱顶：-225.17，392.24，150.14柱底：181.47，437.87，150.14剪跨比计算弯矩取柱顶与柱底之间的较大值，剪力取与之对应的剪力。剪跨比：225.17/(150.14×0.565)=2.65>2柱顶轴压比：(392.24×1000)/(14.3×600×600)=0.08<0.9柱底轴压比：(437.87×1000)/(14.3×600×600)=0.09<0.9轴压比、剪跨比均满足规范要求。表6-10剪跨比验算层号柱编号4边柱225.17150.146005652.65中柱211.26153.656005652.433边柱218.75147.776005652.62中柱280.55181.596005652.732边柱284.03185.646005652.71中柱349.96232.806005652.661边柱287.72147.466005653.45中柱314.89170.376005653.27表6-11柱轴压比验算层号柱编号4柱顶392.24470.5714.36006000.080.09柱底437.87511.2014.36006000.090.103柱顶881.991065.5314.36006000.170.21柱底927.621111.1614.36006000.180.222柱顶1374.811663.4914.36006000.270.32柱底1420.441709.1214.36006000.280.331柱顶1871.742263.4614.36006000.360.44柱底1928.492320.2114.36006000.370.451.3.3柱正截面受弯承载力设计1.柱顶正截面受弯承载力设计根据设计规范，轴向压力产生的二阶效应的弯矩设计值，计算公式如下：；；0.7+0.3×181.47/225.17=0.942；(当小于0.7时，=0.7)；=eq\f(0.5×14.3×600×600,392.24×10³)=1.562＞1，取=1(当大于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(当小于1，取1.00)则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判定为大偏心受压，ξ的计算公式如下：大偏压：小偏压：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单侧配筋420，实配面积1257；配筋率=1257/(600×565)=0.37%>0.2%，满足要求。全部纵筋配筋1220，实配面积3770；配筋率=3770/(600×565)=1.11%<5%，满足要求。2.柱底正截面受弯承载力设计0.7+0.3×181.47/225.17=0.942；(当小于0.7时，=0.7)；=eq\f(0.5×14.3×600×600,392.24×10³)=5.878＞1，取=1(当大于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(当小于1，取1.00)则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判定为大偏心受压，ξ的计算公式如下：大偏压：小偏压：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单侧配筋420，实配面积1257；配筋率=1257/(600×600)=0.37%>0.2%，满足要求。全部纵筋配筋1220，实配面积3770；配筋率=3770/(600×600)=1.11%<5%，满足要求。1.3.4柱斜截面受剪承载力设计EQ根据《建筑抗震设计规范》6.3.7，配置箍筋为8@100/200(4×4)，即箍筋加密区间距100，非加密区间距200，纵向和横向均为4肢箍筋1.柱顶斜截面抗剪验算如下：剪跨比2.65＜3，取2.65（注：时取，时取）392.24EQ=\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，满足抗剪要求。框架柱体积配箍率：4×50.3×[(600-70)+(600-70)]/[(600-70)×(600-70)×100]=0.759%体积配箍率≥0.4%，并且=0.516%>，均满足要求。2.柱底斜截面抗剪验算如下：剪跨比2.14＜3，取2.14（注：时取，时取）392.24EQ=\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，满足抗剪要求。体积配箍率≥0.4%，并且=0.516%>，均满足要求。柱端加密区取S=100mm,选用48.非柱端加密区S=200mm<15d=15×20=300mm,选用48柱端加密区长度max{600,4500/6,500}=750mm表6-12A柱正截面设计层号柱截面偏压类型配筋(角侧配筋)单边43900柱顶-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柱顶-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柱顶-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柱顶-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柱正截面设计层号柱截面偏压类型配筋(角侧配筋)单边43900柱顶-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柱顶-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柱顶-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柱顶-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柱正截面设计层号柱截面偏压类型配筋(角侧配筋)单边43900柱顶-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柱顶-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柱顶-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柱顶-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柱正截面设计层号柱截面偏压类型配筋(角侧配筋)单边43900柱顶-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柱顶-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柱顶-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柱顶-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柱斜截面抗剪计算柱号层号加密区非加密区最小体积配箍率%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.