【《某5层酒店建筑结构的架梁柱配筋计算过程案例》3300字】

某5层酒店建筑结构的架梁柱配筋计算过程案例目录TOC\o"1-3"\h\u24798某5层酒店建筑结构的架梁柱配筋计算过程案例 1124531.1框架梁截面设计 1215751.1.1正截面配筋计算 1222541.1.2斜截面配筋计算 2212531.2框架柱截面设计 7114011.2.1基本数据资料 7268411.2.2轴压比验算 77101.2.3框架柱正截面受压承载力计算 730941.2.4框架柱斜截面受剪承载力计算 9框架梁截面设计正截面配筋计算1、设计数据资料AB/CD框架梁的截面尺寸为：300mm×700mm，混凝土强度为C30，纵向受力钢筋及箍筋均采用HRB400级钢筋。框架抗震等级为三级，由内力组合表可知对于受弯混凝土梁，受弯时，承载力抗震调整系数γRE=0.75，受剪时，承载力抗震调整系数γRE=0.85。采用C30混凝土：fc=14.3N/mm，ft=1.43N/mm；采用HRB400级钢筋：fy=f’y=360N/mm；采用HPB300级钢筋：fy=f’y=270N/mm；ξb=0.518五层AB梁的弯矩值最大：M=178.01kN·m，所以举例进行配筋计算：其余梁以表格的形式进行计算：2、计算T形截面框架梁翼缘宽度：（1）按照计算跨度考虑：（2）按照梁净距考虑：=300mm+3900mm=4200mm（3）按翼缘厚度考虑时h0=h-as=700-35=665mm，hf′/h0=110/665=0.165>0.1，此种情况不起控制作用。所以，=2500mm3、截面类型的判定：因为：所以，属于第一类T型截面。4、框架梁配筋计算：跨中弯矩设计值为：M=178.01kN·m下部实配418（）最小配筋率：支座：跨中：=0.002×300mm×700mm=420mm2，满足要求。因为AB/CD梁的上部受压，所以按照构造要求进行配筋。其余各梁正截面受弯承载力配筋计算见下表5.2。斜截面配筋计算梁剪力设计值：，=1.11、剪压比验算AB梁及CD梁的最大剪力在AB跨5层右端，=161.40kN；BC跨各层梁的最大剪力在1层端部，=101.38kN；梁跨高比大于2.5，根据《混凝土结构设计规范》GB50010-2010，式11.3.3：AB/CD跨：BC跨：各跨层各层梁剪压比均满足要求。2、箍筋计算本设计中，以底层为例，加密区箍筋取双肢8@100，各跨受剪承载能力计算如下：表5.1框架梁斜截面配筋表截面AB左AB右BC左BC右(kN)152.43156.03101.38101.380.25(kN)820.46820.46498.71498.710.7(kN)V<166.42构造配筋V<166.42构造配筋V<91.34构造配筋V<91.34构造配筋实配箍筋8@100/200(2)8@100/200(2)8@100(2)8@100(2)最小配箍率：因此，AB跨及CD跨非加密区箍筋能满足最小配箍率要求。梁端加密区采用2肢Φ8@100，加密区长度详见梁施工图。表5.2框架梁配筋计算表楼层位置截面bM()实配钢筋实配箍筋5AB梁左支座1300665128.920.06800.0704558.164168045258@100跨中12500665178.010.01130.0113747.8041810174208@200右支座1300665144.320.07610.0792627.724168045258@100BC梁左支座130036562.930.11010.1169508.654168043008@100跨中180036553.880.03540.0360417.564168042408@100右支座130036562.930.11010.1169508.654168043008@100CD梁左支座1300665144.320.07610.0792627.724168045258@100跨中12500665178.010.01130.0113747.8041810174208@200右支座1300665128.920.06800.0704558.164168045258@1004AB梁左支座1300665193.600.10200.1079854.7941810175258@100跨中1250066599.980.00630.0063418.9841810174208@200右支座1300665179.930.09480.0998791.0941810175258@100BC梁左支座130036567.050.11730.1251544.3241810173008@100跨中180036515.050.00990.0099115.1441810172408@100右支座130036567.050.11730.1251544.3241810173008@100CD梁左支座1300665179.930.09480.0998791.0941810175258@100跨中1250066599.980.00630.0063418.9841810174208@200右支座1300665193.600.10200.1079854.7941810175258@1003AB梁左支座1300665238.310.12560.13471007.3041810175258@100跨中12500665106.930.00680.0068448.1741810174208@200右支座1300665213.690.11260.1198949.4941810175258@100BC梁左支座130036595.650.16740.1844801.8541810173008@100跨中180036517.170.01130.0113131.4041810172408@100右支座130036595.650.16740.1844801.8541810173008@100CD梁左支座1300665213.690.11260.1198949.4941810175258@100跨中12500665106.930.00680.0068448.1741810174208@200右支座1300665238.310.12560.13471007.3041810175258@1002AB梁左支座1300665270.660.14270.15461225.3142215205258@100跨中12500665106.500.00670.0068446.3541810174208@200右支座1300665243.880.12850.13811094.2542215205258@100BC梁左支座1300365100.460.17580.1947847.0242215203008@100跨中180036517.040.01120.0112130.4142215202408@100右支座1300365100.460.17580.1947847.0242215203008@100CD梁左支座1300665243.880.12850.13811094.2542215205258@100跨中12500665106.500.00670.0068446.3541810174208@200右支座1300665270.660.14270.15461225.3142215205258@1001AB梁左支座1300665318.060.16760.18471463.7342215205258@100跨中12500665127.290.00810.0081533.8641810174208@200右支座1300665269.980.14230.15421221.9342215205258@100BC梁左支座1300365121.240.21210.24121049.2242215203008@100跨中180036521.670.01420.0143166.0842215202408@100右支座1300365121.240.21210.24121049.2242215203008@100CD梁左支座1300665269.980.14230.15421221.9342215205258@100跨中12500665127.290.00810.0081533.8641810174208@200右支座1300665318.060.16760.18471463.7342215205258@100框架柱截面设计基本数据资料B轴线框架柱尺寸为500mm×500mm，混凝土等级为C30，纵向受力钢筋采用HRB400级，箍筋采用HRB400，C30混凝土：fc=14.3N/mm，ft=1.43N/mm；HRB400级钢筋：fy=f’y=360N/mm；HPB300级钢筋：fy=f’y=270N/mm；ξb=0.518轴压比验算由表4.24可知，柱底最大的轴力为1416.44kN，轴压比：三级抗震等级框架柱轴压比限值0.85，做设计时，主要控制底层柱的轴压比满足要求。框架柱正截面受压承载力计算考虑框架柱同一截面分别受到正反向弯矩，所以截面采用对称配筋。从底层左中柱的内力组合表中选用三种内力组合，最不利组合为：表5.3底层中柱内力组合表截面位置内力种类Nmax及相应的M，VNmin及相应的M，V|M|max及相应的N，V柱顶截面M-32.79-181.16-181.16N1372.661058.901058.90V13.6685.7185.71柱底截面M16.39201.83201.83N1416.441097.811097.81V13.6685.7185.711、Nmax及相应的M，V第一组内力柱顶截面：M=32.79kN·m，N=1372.66kN柱底截面：M=16.39kN·m，N=1416.44kN柱的计算长度为：=4.60m（1）确定偏心矩增大系数根据《混凝土结构设计规范》GB50010-2010=0.7+0.3×16.39/32.79=0.849=0.849×3.08×32.79=85.97kN·m（2）求轴向力到纵向钢筋作用点的距离=15.83+20=25.83mm=340.04mm（3）确定混凝土压区高度x因为：属于大偏心受压（4）求纵向钢筋2、|M|max及相应N，V第二组内力：柱顶截面：M=-181.16kN·m，N=1058.90kN柱底截面：M=201.83kN·m，N=1097.81kN根据第一组内力组合同理可得As=40.3mm23、Nmin及相应M，V第三组内力：柱顶截面：M=-181.16kN·m，N=1058.90kN柱底截面：M=201.83kN·m，N=1097.81kN计算结果同第二组。4、配筋计算（1）实配425，=1964mm2当抗震等级为三级时，查《混凝土结构设计规范GB50010-2010》11.4.12条最小总配筋率=0.7%=0.7%×500×465/2=813.75mm2所以，满足要求。（2）验算配筋率全部纵向钢筋，满足要求。框架柱斜截面受剪承载力计算第三层中柱基本组合控制剪力值为：75.66kN，与之组合相应的轴力组合值为：461.07kN。截面尺寸复核：因为所以0.25βcfcbh0=1211.93kN>75.66kN，说明截面尺寸满足要求。剪跨比：=3600/(2×565)=3.87>3，取=3因为，=0.3×14.3×600×600=1072.5kN>461.07kN所以取：N=461.07kN按构造配筋，取复式箍4Φ8@200，加密区取复式箍4Φ8@100。柱配筋见下表：表5.4A/D柱正截面承载力计算表楼层组合截面M组合NeaCmMe0e(e’)x偏压类型As实际配筋5|M|max柱顶144.01207.29200.831.002.41286.801206.341441.3433.25240.87大偏压1410.21425As=19641.69%（总）0.84%（总）柱底61.30237.74Nmax柱顶119.76231.63200.891.002.42258.35971.601206.6037.19240.87大偏压1207.50柱底76.89265.90大偏压Nmin柱顶57.20187.19200.901.002.43124.65572.73807.7330.44240.87大偏压465.38柱底37.53217.64大偏压4|M|max柱顶119.53416.79200.921.002.43266.40595.63830.6362.55240.87大偏压1060.43425As=19641.69%（总）0.84%（总）柱底86.59447.250.74%（总）Nmax柱顶55.52449.99200.971.002.44146.89303.34538.3467.73240.87大偏压310.120.74%（总）柱底62.23484.25大偏压0.74%（总）Nmin柱顶28.13348.26200.741.002.4451.07134.85369.8552.97240.87大偏压-155.340.74%（总）柱底4.04378.72大偏压0.74%（总）3|M|max柱顶146.80637.54200.751.002.43269.58403.57638.5793.43240.87大偏压879.01425As=19641.69%（总）0.84%（总）柱底26.82667.99大偏压0.74%（总）Nmax柱顶62.23667.86201.001.002.44151.59215.90450.9098.20240.87大偏压146.790.74%（总）柱底61.69702.12大偏压0.74%（总）Nmin柱顶43.89497.27200.891.002.4495.92181.77416.7773.81240.87大偏压-35.720.74%（总）柱底28.49527.73大偏压0.74%（总）2|M|max柱顶155.67866.57200.891.002.44336.84375.52610.52125.46240.87大偏压1115.89425As=19641.69%（总）0.84%（总）柱底97.66897.02大偏压320As=9410.74%（总）Nmax柱顶63.40885.77200.961.002.44170.48185.30420.30128.68240.87大偏压107.92320As=9410.74%（总）柱底72.52920.03大偏压320As=9410.74%（总）Nmin柱顶50.82638.06200.951.002.44118.50177.25412.2593.50240.87大偏压-23.95320As=9410.74%（总）柱底43.09668.51大偏压320As=9410.74%（总）1|M|max柱顶168.101106.68200.791.002.50333.60291.20526.20160.22240.87大偏压967.07425As=19641.69%（总）0.84%（总）柱底52.081145.60大偏压Nmax柱顶39.141102.98200.851.002.5183.5472.85307.85160.39240.87大偏压-527.17柱底19.571146.76大偏压Nmin柱顶103.36766.60200.911.002.50339.49421.45656.45112.66240.87大偏压1192.31柱底149.71805.52

表5.5B/C柱正截面承载力计算表楼层组合截面M组合NeaCmMe0e(e’)x偏压类型As实际配筋5|M|max柱顶130.68221.24200.911.002.41285.761135.311370.3135.20240.87大偏压1387.67425As=19641.69%（总）0.84%（总）柱底89.99251.70大偏压0.74%（总）Nmax柱顶95.36268.05200.901.002.43207.91687.73922.7342.28240.87大偏压864.800.74%（总）柱底63.14302.31大偏压0.74%（总）Nmin柱顶130.68221.24200.911.002.41285.761135.311370.3135.20240.87大偏压1387.670.74%（总）柱底89.99251.70大偏压0.74%（总）4|M|max柱顶131.64438.96200.961.002.43307.62655.33890.3365.65240.87大偏压1284.75425As=19641.69%（总）0.84%（总）柱底115.06469.42大偏压0.74%（总）Nmax柱顶48.94543.68200.981.002.44125.77217.62452.6280.83240.87大偏压96.790.74%（总）柱底52.60577.95大偏压0.74%（总）Nmin柱顶131.64438.96200.961.002.43307.62655.33890.3365.65240.87大偏压1284.750.74%（总）柱底115.06469.42大偏压0.74%（总）3|M|max柱顶159.06677.42200.981.002.43378.76535.06770.0699.00240.87大偏压1499.32425As=19641.69%（总）0.84%（总）柱底147.87707.88大偏压0.74%（总）Nmax柱顶52.60863.25201.001.002.44128.37143.03378.03125.53240.87大偏压-129.780.74%（总）柱底52.32897.51大偏压0.