某5層酒店建筑結(jié)構(gòu)的架梁柱配筋計(jì)算過程案例目錄TOC\o"1-3"\h\u24798某5層酒店建筑結(jié)構(gòu)的架梁柱配筋計(jì)算過程案例 1124531.1框架梁截面設(shè)計(jì) 1215751.1.1正截面配筋計(jì)算 1222541.1.2斜截面配筋計(jì)算 2212531.2框架柱截面設(shè)計(jì) 7114011.2.1基本數(shù)據(jù)資料 7268411.2.2軸壓比驗(yàn)算 77101.2.3框架柱正截面受壓承載力計(jì)算 730941.2.4框架柱斜截面受剪承載力計(jì)算 9框架梁截面設(shè)計(jì)正截面配筋計(jì)算1、設(shè)計(jì)數(shù)據(jù)資料AB/CD框架梁的截面尺寸為：300mm×700mm，混凝土強(qiáng)度為C30，縱向受力鋼筋及箍筋均采用HRB400級鋼筋?？蚣芸拐鸬燃墳槿?，由內(nèi)力組合表可知對于受彎混凝土梁，受彎時，承載力抗震調(diào)整系數(shù)γRE=0.75，受剪時，承載力抗震調(diào)整系數(shù)γRE=0.85。采用C30混凝土：fc=14.3N/mm，ft=1.43N/mm；采用HRB400級鋼筋：fy=f’y=360N/mm；采用HPB300級鋼筋：fy=f’y=270N/mm；ξb=0.518五層AB梁的彎矩值最大：M=178.01kN·m，所以舉例進(jìn)行配筋計(jì)算：其余梁以表格的形式進(jìn)行計(jì)算：2、計(jì)算T形截面框架梁翼緣寬度：（1）按照計(jì)算跨度考慮：（2）按照梁凈距考慮：=300mm+3900mm=4200mm（3）按翼緣厚度考慮時h0=h-as=700-35=665mm，hf′/h0=110/665=0.165>0.1，此種情況不起控制作用。所以，=2500mm3、截面類型的判定：因?yàn)椋核裕瑢儆诘谝活怲型截面。4、框架梁配筋計(jì)算：跨中彎矩設(shè)計(jì)值為：M=178.01kN·m下部實(shí)配418（）最小配筋率：支座：跨中：=0.002×300mm×700mm=420mm2，滿足要求。因?yàn)锳B/CD梁的上部受壓，所以按照構(gòu)造要求進(jìn)行配筋。其余各梁正截面受彎承載力配筋計(jì)算見下表5.2。斜截面配筋計(jì)算梁剪力設(shè)計(jì)值：，=1.11、剪壓比驗(yàn)算AB梁及CD梁的最大剪力在AB跨5層右端，=161.40kN；BC跨各層梁的最大剪力在1層端部，=101.38kN；梁跨高比大于2.5，根據(jù)《混凝土結(jié)構(gòu)設(shè)計(jì)規(guī)范》GB50010-2010，式11.3.3：AB/CD跨：BC跨：各跨層各層梁剪壓比均滿足要求。2、箍筋計(jì)算本設(shè)計(jì)中，以底層為例，加密區(qū)箍筋取雙肢8@100，各跨受剪承載能力計(jì)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構(gòu)造配筋V<166.42構(gòu)造配筋V<91.34構(gòu)造配筋V<91.34構(gòu)造配筋實(shí)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跨非加密區(qū)箍筋能滿足最小配箍率要求。梁端加密區(qū)采用2肢Φ8@100，加密區(qū)長度詳見梁施工圖。表5.2框架梁配筋計(jì)算表樓層位置截面bM()實(shí)配鋼筋實(shí)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框架柱截面設(shè)計(jì)基本數(shù)據(jù)資料B軸線框架柱尺寸為500mm×500mm，混凝土等級為C30，縱向受力鋼筋采用HRB400級，箍筋采用HRB400，C30混凝土：fc=14.3N/mm，ft=1.43N/mm；HRB400級鋼筋：fy=f’y=360N/mm；HPB300級鋼筋：fy=f’y=270N/mm；ξb=0.518軸壓比驗(yàn)算由表4.24可知，柱底最大的軸力為1416.44kN，軸壓比：三級抗震等級框架柱軸壓比限值0.85，做設(shè)計(jì)時，主要控制底層柱的軸壓比滿足要求?？蚣苤孛媸軌撼休d力計(jì)算考慮框架柱同一截面分別受到正反向彎矩，所以截面采用對稱配筋。從底層左中柱的內(nèi)力組合表中選用三種內(nèi)力組合，最不利組合為：表5.3底層中柱內(nèi)力組合表截面位置內(nèi)力種類Nmax及相應(yīng)的M，VNmin及相應(yīng)的M，V|M|max及相應(yīng)的N，V柱頂截面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及相應(yīng)的M，V第一組內(nèi)力柱頂截面：M=32.79kN·m，N=1372.66kN柱底截面：M=16.39kN·m，N=1416.44kN柱的計(jì)算長度為：=4.60m（1）確定偏心矩增大系數(shù)根據(jù)《混凝土結(jié)構(gòu)設(shè)計(jì)規(guī)范》GB50010-2010=0.7+0.3×16.39/32.79=0.849=0.849×3.08×32.79=85.97kN·m（2）求軸向力到縱向鋼筋作用點(diǎn)的距離=15.83+20=25.83mm=340.04mm（3）確定混凝土壓區(qū)高度x因?yàn)椋簩儆诖笃氖軌海?）求縱向鋼筋2、|M|max及相應(yīng)N，V第二組內(nèi)力：柱頂截面：M=-181.16kN·m，N=1058.90kN柱底截面：M=201.83kN·m，N=1097.81kN根據(jù)第一組內(nèi)力組合同理可得As=40.3mm23、Nmin及相應(yīng)M，V第三組內(nèi)力：柱頂截面：M=-181.16kN·m，N=1058.90kN柱底截面：M=201.83kN·m，N=1097.81kN計(jì)算結(jié)果同第二組。4、配筋計(jì)算（1）實(shí)配425，=1964mm2當(dāng)抗震等級為三級時，查《混凝土結(jié)構(gòu)設(shè)計(jì)規(guī)范GB50010-2010》11.4.12條最小總配筋率=0.7%=0.7%×500×465/2=813.75mm2所以，滿足要求。（2）驗(yàn)算配筋率全部縱向鋼筋，滿足要求。框架柱斜截面受剪承載力計(jì)算第三層中柱基本組合控制剪力值為：75.66kN，與之組合相應(yīng)的軸力組合值為：461.07kN。截面尺寸復(fù)核：因?yàn)樗?.25βcfcbh0=1211.93kN>75.66kN，說明截面尺寸滿足要求。剪跨比：=3600/(2×565)=3.87>3，取=3因?yàn)椋?0.3×14.3×600×600=1072.5kN>461.07kN所以?。篘=461.07kN按構(gòu)造配筋，取復(fù)式箍4Φ8@200，加密區(qū)取復(fù)式箍4Φ8@100。柱配筋見下表：表5.4A/D柱正截面承載力計(jì)算表樓層組合截面M組合NeaCmMe0e(e’)x偏壓類型As實(shí)際配筋5|M|max柱頂144.01207.29200.831.002.41286.801206.341441.3433.25240.87大偏壓1410.21425As=19641.69%（總）0.84%（總）柱底61.30237.74Nmax柱頂119.76231.63200.891.002.42258.35971.601206.6037.19240.87大偏壓1207.50柱底76.89265.90大偏壓Nmin柱頂57.20187.19200.901.002.43124.65572.73807.7330.44240.87大偏壓465.38柱底37.53217.64大偏壓4|M|max柱頂119.53416.79200.921.002.43266.40595.63830.6362.55240.87大偏壓1060.43425As=19641.69%（總）0.84%（總）柱底86.59447.250.74%（總）Nmax柱頂55.52449.99200.971.002.44146.89303.34538.3467.73240.87大偏壓310.120.74%（總）柱底62.23484.25大偏壓0.74%（總）Nmin柱頂28.13348.26200.741.002.4451.07134.85369.8552.97240.87大偏壓-155.340.74%（總）柱底4.04378.72大偏壓0.74%（總）3|M|max柱頂146.80637.54200.751.002.43269.58403.57638.5793.43240.87大偏壓879.01425As=19641.69%（總）0.84%（總）柱底26.82667.99大偏壓0.74%（總）Nmax柱頂62.23667.86201.001.002.44151.59215.90450.9098.20240.87大偏壓146.790.74%（總）柱底61.69702.12大偏壓0.74%（總）Nmin柱頂43.89497.27200.891.002.4495.92181.77416.7773.81240.87大偏壓-35.720.74%（總）柱底28.49527.73大偏壓0.74%（總）2|M|max柱頂155.67866.57200.891.002.44336.84375.52610.52125.46240.87大偏壓1115.89425As=19641.69%（總）0.84%（總）柱底97.66897.02大偏壓320As=9410.74%（總）Nmax柱頂63.40885.77200.961.002.44170.48185.30420.30128.68240.87大偏壓107.92320As=9410.74%（總）柱底72.52920.03大偏壓320As=9410.74%（總）Nmin柱頂50.82638.06200.951.002.44118.50177.25412.2593.50240.87大偏壓-23.95320As=9410.74%（總）柱底43.09668.51大偏壓320As=9410.74%（總）1|M|max柱頂168.101106.68200.791.002.50333.60291.20526.20160.22240.87大偏壓967.07425As=19641.69%（總）0.84%（總）柱底52.081145.60大偏壓Nmax柱頂39.141102.98200.851.002.5183.5472.85307.85160.39240.87大偏壓-527.17柱底19.571146.76大偏壓Nmin柱頂103.36766.60200.911.002.50339.49421.45656.45112.66240.87大偏壓1192.31柱底149.71805.52

表5.5B/C柱正截面承載力計(jì)算表樓層組合截面M組合NeaCmMe0e(e’)x偏壓類型As實(shí)際配筋5|M|max柱頂130.68221.24200.911.002.41285.761135.311370.3135.20240.87大偏壓1387.67425As=19641.69%（總）0.84%（總）柱底89.99251.70大偏壓0.74%（總）Nmax柱頂95.36268.05200.901.002.43207.91687.73922.7342.28240.87大偏壓864.800.74%（總）柱底63.14302.31大偏壓0.74%（總）Nmin柱頂130.68221.24200.911.002.41285.761135.311370.3135.20240.87大偏壓1387.670.74%（總）柱底89.99251.70大偏壓0.74%（總）4|M|max柱頂131.64438.96200.961.002.43307.62655.33890.3365.65240.87大偏壓1284.75425As=19641.69%（總）0.84%（總）柱底115.06469.42大偏壓0.74%（總）Nmax柱頂48.94543.68200.981.002.44125.77217.62452.6280.83240.87大偏壓96.790.74%（總）柱底52.60577.95大偏壓0.74%（總）Nmin柱頂131.64438.96200.961.002.43307.62655.33890.3365.65240.87大偏壓1284.750.74%（總）柱底115.06469.42大偏壓0.74%（總）3|M|max柱頂159.06677.42200.981.002.43378.76535.06770.0699.00240.87大偏壓1499.32425As=19641.69%（總）0.84%（總）柱底147.87707.88大偏壓0.74%（總）Nmax柱頂52.60863.25201.001.002.44128.37143.03378.03125.53240.87大偏壓-129.780.74%（總）柱底52.32897.51大偏壓0.