第第XIV頁6.2框架柱截面設(shè)計(jì)6.2.1柱頂正截面柱頂：-305.84，1889.19，165.18柱底：-288.82，1931.31，165.18EQ框架柱考慮軸向壓力在桿件中產(chǎn)生的eq二階效應(yīng)后控制界面的彎矩設(shè)計(jì)值，；Cm=0.983(當(dāng)小于0.7時(shí)，=0.7)，=40mm；600-40=560mm；20mm=eq\f(0.5×14.3×600×600,1889.19×103)=1.362＞1，取=1(當(dāng)大于1，=1.00)eq=1+\f(1,1300×(305.84/1889.19×1000+20)/560)\b\lc\((\b\rc\)(\f(3600,600)))2×1=0.8910.983×0.891=0.876＜1，取1(當(dāng)小于1，取1.00)則1×305.84=305.8420+305.84×1000/1889.19+600/2-40=441.89mm1889.19×1000/1.0/14.3/600=220.19mm＜0.518×560=290.08mm=EQ=\f(0.80×1889.19×441.89×1000-1.0×14.3×600×5602×0.393×(1-0.5×0.393),360×(560-40))=-972.83縱筋配筋12C20，實(shí)配面積3770mm2縱筋配筋率1.120%，符合要求6.2.2柱底正截面600-40=560mm；20mm=eq\f(0.5×14.3×600×600,1931.31×103)=1.333＞1，取=1(大于1時(shí)，)eq=1+\f(1,1300×(288.82/1931.31×1000+20)/560)\b\lc\((\b\rc\)(\f(3600,600)))2×1=0.8800.983×0.880則1×288.82=288.8220+288.82×1000/1931.31+600/2-40=429.54mm1931.31×1000/1.0/14.3/600=225.09mm＜0.518×560=290.08mm=EQ=\f(0.80×1931.31×429.54×1000-1.0×14.3×600×5602×0.275×(1-0.5×0.275),360×(560-40))=-1071.07縱筋配筋12C20，實(shí)配面積3770mm26.2.3柱頂斜截面加密區(qū)間距100，非加密區(qū)間距200，縱向和橫向均為4肢箍筋。305.84×1000/165.18/560=3.306>3取λ=31889.19kNEQ=\F(1,0.85)\b\lc\((\b\rc\)(\f(1.75×1.43×600×560,3+1)+\f(270×4×50.3×560,100)+0.07×1889.19×1000))=760.79kN>165.18kN6.2.4柱底斜截面設(shè)計(jì)288.82×1000/165.18/560=3.122>3取31931.31kNEQ=\F(1,0.85)\b\lc\((\b\rc\)(\f(1.75×1.43×600×560,3+1)+\f(270×4×50.3×560,100)+0.07×1931.31×1000))=764.25kN>165.18kN軸壓比0.375，取=0.130，配箍率=0.516%>表6.11A柱截面設(shè)計(jì)層次柱截面偏壓類型配筋(角側(cè)配筋)單邊53600柱頂155.47347.930.75201.000.8931.033692.4大偏心0.072-37.9912570.371.122柱底100.12390.050.75201.000.8931.056522.1大偏心0.081-303.5212570.371.12243600柱頂188.01913.760.80201.000.9361.069485.9大偏心0.190-576.0812570.371.122柱底148.19955.880.80201.000.9361.089438.0大偏心0.199-785.6512570.371.12233600柱頂220.351481.460.80201.000.9611.092436.1大偏心0.308-987.8412570.371.122柱底191.601523.580.80201.000.9611.106413.7大偏心0.317-1141.5312570.371.12223600柱頂217.212050.890.80201.000.9481.123392.7大偏心0.427-1383.6212570.371.122柱底263.002093.010.80201.000.9481.106411.8大偏心0.436-1214.3612570.371.12214550柱頂219.112622.820.80200.980.8891.189368.3小偏心0.546-1576.1712570.371.122柱底347.892676.050.80200.960.8891.131410.7小偏心0.557-1079.5912570.371.122表6.12B柱截面設(shè)計(jì)層次柱截面偏壓類型配筋(角側(cè)配筋)單邊53600柱頂-197.24427.070.75201.001.0971.000786.8大偏心0.089125.3912570.371.122柱底-148.95469.190.75201.001.0971.000628.3大偏心0.098-153.9012570.371.12243600柱頂-262.911157.420.80201.001.0581.000520.3大偏心0.241-471.6912570.371.122柱底-220.321199.540.80201.001.0581.000474.3大偏心0.250-708.9612570.371.12233600柱頂-305.841889.190.80201.001.0181.000444.7大偏心0.393-949.7212570.371.122柱底-288.821931.310.80201.001.0181.000432.2大偏心0.402-1049.2512570.371.12223600柱頂-338.042622.750.80200.981.0121.000410.4小偏心0.546-1104.4812570.371.122柱底-351.322664.870.80200.971.0121.000413.4小偏心0.555-1053.3412570.371.12214550柱頂-285.243356.370.80200.771.1321.000376.2小偏心0.699-1137.3412570.371.122柱底-410.903409.600.80200.751.1321.000416.4小偏心0.710-512.7712570.371.122表6.13C柱截面設(shè)計(jì)層次柱截面偏壓類型配筋(角側(cè)配筋)單邊53600柱頂197.24427.070.75201.000.9271.032721.7大偏心0.08914.0512570.371.122587.7大偏心0.098-230.3712570.371.1224柱底柱頂148.95469.190.75201.000.9271.046509.7大偏心0.241-524.3912570.371.122262.911157.420.80201.000.9511.063468.0大偏心0.250-741.1212570.371.1223柱底柱頂220.321199.540.80201.000.9511.076452.8大偏心0.393-885.0712570.371.122305.841889.190.80201.000.9831.0851.091440.5大偏心0.402-980.6612570.371.12223600柱頂338.042622.750.80200.980.9891.104420.7小偏心0.546-989.1312570.371.122柱底351.322664.870.80200.970.9891.102423.7小偏心0.555-936.4512570.371.12214550柱頂285.243356.370.80200.770.9081.187371.6小偏心0.699-1203.5912570.371.122柱底410.903409.600.80200.750.9081.139404.7小偏心0.710-683.4912570.371.122表6.14D柱截面設(shè)計(jì)層次柱截面偏壓類型配筋(角側(cè)配筋)單邊53600柱頂-155.47347.930.75201.001.1661.000800.9大偏心0.072113.3412570.371.122柱底-100.12390.050.75201.001.1661.000579.3大偏心0.081-214.2412570.371.12243600柱頂-188.01913.760.80201.001.0811.000502.3大偏心0.190-511.9612570.371.122柱底-148.19955.880.80201.001.0811.000447.5大偏心0.199-746.9112570.371.12233600柱頂-220.351481.460.80201.001.0451.000435.4大偏心0.308-991.7512570.371.122柱底-191.601523.580.80201.001.0451.000411.4大偏心0.317-1156.3312570.371.12223600柱頂-217.212050.890.80201.001.0631.000392.6大偏心0.427-1384.7812570.371.122柱底-263.002093.010.80201.001.0631.000413.6大偏心0.436-1197.9812570.371.122

表6.14（續(xù)）14550柱頂-219.112622.820.80200.981.1761.000378.3小偏心0.546-1464.6712570.371.122柱底-347.892676.050.80200.961.1761.000432.9小偏心0.557-825.0612570.371.122表6.15箍筋計(jì)算柱號(hào)層次加密區(qū)非加密區(qū)最小體積配箍率%A柱5-71.00-60.35961390.015445603.21-8.060.045A8@100(2)0.67A8@200(2)0.340.404-93.39-79.38961955.915445603.21-8.270.045A8@100(2)0.67A8@200(2)0.340.403-114.43-97.279611523.615445603.21-8.480.045A8@100(2)0.67A8@200(2)0.340.402-133.39-113.389612093.015445603.21-8.690.045A8@100(2)0.67A8@200(2)0.340.401-124.62-105.929612676.115445604.06-7.580.045A8@100(2)0.67A8@200(2)0.340.40B柱596.1681.74961469.215445603.21-8.090.045A8@100(2)0.67A8@200(2)0.340.404134.23114.109611199.515445603.21-8.360.045A8@100(2)0.67A8@200(2)0.340.403165.18140.409611931.315445603.21-8.630.045A8@100(2)0.67A8@200(2)0.340.40表6.15（續(xù)）2191.49162.779612664.915445603.21-8.900.045A8@100(2)0.67A8@200(2)0.340.401153.00130.059613409.615445604.06-7.850.045A8@100(2)0.67A8@200(2)0.340.40C柱596.1681.74961469.215445603.21-8.090.045A8@100(2)0.67A8@200(2)0.340.404134.23114.109611199.515445603.21-8.360.045A8@100(2)0.67A8@200(2)0.340.403165.18140.409611931.315445603.21-8.630.045A8@100(2)0.67A8@200(2)0.340.402191.49162.779612664.915445603.21-8.900.045A8@100(2)0.67A8@200(2)0.340.401153.00130.059613409.615445604.06-7.850.045A8@100(2)0.67A8@200(2)0.340.40D柱5-71.00-60.35961390.015445603.21-8.060.045A8@100(2)0.67A8@200(2)0.340.404-93.39-79.38961955.915445603.21-8.270.045A8@100(2)0.67A8@200(2)0.340.403-114.43-97.279611523.615445603.21-8.480.045A8@100(2)0.67A8@200(2)0.340.402-133.39-113.389612093.015445603.21-8.690.045A8@100(2)0.67A8@200(2)0.340.401-124.62-105.929612676.115445604.06-7.580.045A8@100(2)0.67A8@200(2)0.340.407現(xiàn)澆樓板設(shè)計(jì)7.1屋面板設(shè)計(jì)圖7.1屋面板分布圖1.板荷載1.3×5.09=6.62；1.5×0.50=0.75；0.75/2=0.3756.62+0.75/2=6.992；6.62+0.75=7.3642.彎矩計(jì)算區(qū)格板相關(guān)系數(shù)見下表[9]。表7.1彎矩計(jì)算表l01/l02支座彎矩(kN.m)A3.9/7.5=0.52鄰邊m1=6.56m2=2.32m'1=-13.04m'2=-8.80B3.9/7.5=0.52三邊固支短邊簡(jiǎn)支m1=4.92m2=1.42m'1=-9.33m'2=-6.39C3.3/3.9=0.85三邊固支短邊簡(jiǎn)支m1=2.65m2=1.67m'1-5.56m'2=-4.55D3.3/3.9=0.85四邊固支m1=2.35m2=1.75m'1=-5.02m'2=-4.423．配筋計(jì)算方向跨中截面有效高度：0.2%×120×1000=240受力鋼筋計(jì)算見下邊表7.2鋼筋計(jì)算區(qū)格截面M(kN.m)h0(mm)As(mm2)配筋配筋面積(mm2)AEQl01板底6.561010.04500.9770184.74C8@200251.5EQl02板底2.32930.01880.990570.10C8@200251.5EQl01支座-13.041010.08940.9531376.37C10@150524EQl02支座-8.801010.06030.9689249.69C8@200251.5BEQl01板底4.921010.03370.9828137.75C8@200251.5EQl02板底1.42930.01150.994242.81C8@200251.5EQl01支座-9.331010.06400.9669265.49C8@150335EQl02支座-6.391010.04380.9776179.68C8@200251.5CEQl01板底2.651010.01810.990873.44C8@200251.5EQl02板底1.67930.01350.993250.35C8@200251.5EQl01支座-5.561010.03810.9806155.94C8@200251.5EQl02支座-4.551010.03120.9842127.12C8@200251.5DEQl01板底2.351010.01610.991965.04C8@200251.5EQl02板底1.75930.01410.992952.52C8@200251.5EQl01支座-5.021010.03440.9825140.59C8@200251.5EQl02支座-4.421010.03030.9846123.48C8@200251.57.2樓面板設(shè)計(jì)圖7.2樓面板分布圖A、B、E板恒荷載：3.99，板活荷載：2.51.3×3.99=5.19；1.5×2.5=3.75；3.75/2=1.8755.19+1.875/2=7.06；5.19+3.75=8.94C、D區(qū)格板荷載計(jì)算：板恒荷載：3.99，板活荷載：3.51.3×3.99=5.19；1.5×3.5=5.25；5.25/2=2.6255.19+2.625/2=7.81；5.19+5.25=10.44彎矩計(jì)算表7.3雙向板彎矩計(jì)算表區(qū)格l01/l02支座條件彎矩(kN.m)A3.9/7.5=0.52鄰邊簡(jiǎn)支m1=8.85m2=3.20m'1=-15.82m'2=-10.67B3.9/7.5=0.52三邊固支短邊簡(jiǎn)支m1=7.19m2=2.30m'1=-11.32m'2=-7.75C3.3/3.9=0.85三邊固支短邊簡(jiǎn)支m1=4.34m2=2.95m'1=-7.88m'2=-6.44D3.3/3.9=0.85四邊固支m1=4.00m2=3.03m'1=-7.12m'2=-6.263．配筋計(jì)算方向跨中截面有效高度：240。表7.4受力鋼筋區(qū)截面M(kN.m)h0(mm)As(mm2)配筋面積(mm2)AEQl01板底8.851010.06060.9687251.17C8@200251.5EQl02板底3.20930.02590.986996.99C8@200251.5EQl01支座-15.821010.10850.9425461.73C10@150524EQl02支座-10.671010.07310.9620305.07C8@150335BEQl01板底7.191010.04930.9747202.89C8@200251.5EQl02板底2.30930.01860.990669.22C8@200251.5EQl01支座-11.321010.07760.9596324.54C8@200251.5EQl02支座-7.751010.05310.9727219.08C8@200251.5CEQl01板底4.341010.02970.9849121.16C8@200251.5EQl02板底2.95930.02390.987989.18C8@200251.5EQl01支座-7.881010.05400.9722222.81C8@200251.5EQl02支座-6.441010.04420.9774181.34C8@200251.5DEQl01板底4.001010.02740.9861111.67C8@200251.5EQl02板底3.03930.02450.987691.63C8@200251.5EQl01支座-7.121010.04880.9750200.70C8@200251.5EQl02支座-6.261010.04290.9781176.10C8@200251.58現(xiàn)澆樓梯設(shè)計(jì)這個(gè)樓梯結(jié)構(gòu)為現(xiàn)澆板式樓梯，梯段有11級(jí)臺(tái)階，每個(gè)臺(tái)階高為150，寬為300。標(biāo)準(zhǔn)層層高是3.60m。采用混凝土，14.3，1.43，樓梯部分均采用HRB400鋼筋。樓梯上均布活荷載標(biāo)準(zhǔn)值3.50[10]。8.1梯段板設(shè)計(jì)1、對(duì)梯段板取1000寬計(jì)算取=130mm設(shè)計(jì)2、荷載計(jì)算表8.1樓梯斜板荷載種類標(biāo)準(zhǔn)值EQ30mm厚水磨石面層0.98kN/mEQ三角形踏步1.875kN/mEQ鋼筋混凝土斜板0.13×25×0.894=3.63kN/mEQ20mm厚板底抹灰0.02×17×0.894=0.45kN/mEQ恒荷載合計(jì)g6.93kN/mEQ活荷載q3.50kN/m可變荷載效應(yīng)控制組合1.3×6.93+1.5×3.5=13.22kN/m3、內(nèi)力計(jì)算跨中最大彎矩可取[11](13.22×3.302)/10=14.39kN·m4、配筋計(jì)算選用HRB400級(jí)鋼筋，梯段板保護(hù)層取20，=130-20=110(14.39×106)/(14.3×1000×1102)=0.0830.957(14.39×106)/(360×0.957×110)=380選用鋼筋10@200（393），8.2平臺(tái)板設(shè)計(jì)1、尺寸取值根據(jù)句混凝土結(jié)構(gòu)設(shè)計(jì)規(guī)范所要求，相近與單向板設(shè)計(jì)，平臺(tái)板厚度取100。長(zhǎng)寬的比例是3600/1800=2.0。荷載計(jì)算表8.2平臺(tái)板荷載計(jì)算荷載種類荷載標(biāo)準(zhǔn)值恒荷載EQ平臺(tái)板自重25×0.10=2.50kN/mEQ水磨石面層0.65kN/m板底抹灰EQ板底20厚紙筋灰粉刷20×0.02=0.40kN/mEQ恒荷載合計(jì)3.55kN/mEQ活荷載3.50kN/m可變荷載效應(yīng)控制組合1.3×3.55+1.5×3.5=9.16kN/m3、內(nèi)力計(jì)算平臺(tái)板的計(jì)算跨度：=1.80-0.20/2=1.70m。彎矩設(shè)