【《教学楼结构设计中的截面设计计算》6000字】.docx

教学楼结构设计中的截面设计计算目录教学楼结构设计中的截面设计计算16.1 框架梁截面设计16.1.1 框架梁正斜截面配筋计算16.2 框架柱截面设计166. 2.1框架柱正截面压弯配筋计算166. 2.2框架柱斜截面压弯配筋计算166.1 框架梁截面设计6.1.1 框架梁正斜截面配筋计算计算过程见表6.1.K【例：表6.1.1第6层正截面配筋计算AB梁跨】a.梁左正截面配筋计算确定基本参数：梁混凝土等级C30,=14.3Nmm2,=1.43Nmm2,=1.0,纵筋HRB400(4=360Nmm2),ii="'s=40mm°计算梁跨中截面最大弯矩设计值，第6层框架梁AB跨梁左内力组合公式求得：M=YgMgk+YqiMqir=129.58Nm(6.1)取M=129.58kNm计算配筋：假定受拉钢筋按一排布置，6Ts=40mm,o=750-40=71OmmoMG=7=129.58×l0000000/1×14.3×300×710×710=0.06(6.2)fcbho=-JI-2as=0.06<b=0.518(6.3)AS=W加)=1x14.3x0.06x300x710/360=娇城益蜥/9562.5mm2(6.4)0.55-=0.55-=0.22%<0.25%,取外加=0.25%(6.5)fy360应按构造选配钢筋，查规范选取2中22（实际配筋面积取759.88mm）。b.跨中正截面配筋计算确定基本参数：梁混凝土等级C30,£=14.3Nmm2,=1.43Nmm2,=1.0,纵筋HRB400(4=360Nmm2),=a's=40mm0截面尺寸选择：跨中截面按T形截面计算/=120mm,A7=120/710=0.17>0.1,故取b7o3=72OO3=24OOmm.计算梁跨中截面最大弯矩设计值，表第6层框架梁AB梁跨跨中内力组合公式求得：/=WMGh+,QMQk=136.32kNm(6.6)取M=136.32kNm计算配筋：判断T形截面类别：=iX14.3×120×2400×(710-120/2)=2676.96mm2>136.32mm2(6.7)所以为一类T形截面。M公=r=136.32×10000000/1X14.3×2400×710×710=0.0101(6.8)afib,fho2=l-l-2as=0.01<b=0.518(6.9)As=砂侬O=1×143×0.01×2400×710/360=fy676.87mm2>pminbh=0.002×300×750=450mm2(7.0)0.452=0.45=0.18%<0.20%取PmE=0.20%(7.1)fy360应按计算选配钢筋，查规范选取2中22(实际配筋面积取759.88mm)。【例表6.1第1层斜截面配筋计算AB梁跨梁左】c.梁左斜截面配筋计算确定基本参数：梁混凝土等级C30,fc=14.3Nmm2,.A=1.43Nmm2,纵筋HRB400(4=360Nmm2)；箍筋HRB400(4v=360Nmm2)as=40mm,o=710mm,j7=300mm×710mm<.梁截面剪力设计值，由表5.2第1层框架梁AB跨梁左内力组合中求得：V=193.52kN验算截面尺寸：(6.8)hw=ho=710mm,hwb=710/300=2.37<4故属于厚腹梁，取外=1,则:(6.9)0.25期人O=0.25×1×143X300X710=761.475kN>193.52kN截面尺寸满足要求。验算斜截面是否按计算配置箍筋：V=193.52kN<O.7flbho=213.21kN(6.10)因此，需要按构造配置箍筋。配置箍筋：假设选用直径为8mm的钢筋，2肢箍，间距为100mm。验算箍筋最小配筋率条件：ASVZ24svlPsv=一=2×50.24/300X100=0.0033(6.11)bsbsp$v.min=0.24=0.24×=0.1%<PSV(6.12)力V360满足箍筋的最小配筋率要求。表6.2第6层框架梁正截面设计梁跨截面bb>hh,ffcfyM截面类型OSbAsAs(min)实配钢筋实配面积配筋率p%AB梁左30075012014.3360-129.58矩形截面0.0600.5180.06507.65562.5222759.880.34跨中240075012014.3360136.32第一类T形-0.010().518-0.01-676.87450222759.880.34梁右30075012014.3360130.37矩形截面-0.0600.518-0.06-507.65562.5222759.880.34BC梁左30050012014.3360-65.4矩形截面0.0700.5180.07383.72375216401.920.27跨中100050012014.336054.28第一类T形-0.0200.518-0.02-365.443002I6401.920.27梁右30()5(X)12014.336065.4矩形截面-0.070().518-0.07-383.723752I6401.920.27CD梁左30075012014.3360-130.37矩形截面0.0600.5180.06-507.65562.5222759.880.34跨中240075012014.3360132.78第一类T形-0.0100.518-0.01-676.87450222759.880.34梁右30075012014.3360129.58矩形截面-0.0600.518-0.06507.65562.5222759.880.34表6.2第5层框架梁正截面设计梁跨截面bb>hh,ffcfyM截面类型OSbAsAs(min)实配钢筋实配面积配筋率p%AB梁左30075012014.3360-203.88矩形截面0.0900.5180.09761.48562.5222759.880.34跨中240075012014.3360170.7第一类T形-0.010().518-0.01-676.87450222759.880.34梁右30075012014.3360192.23矩形截面-0.0900.518-0.09-761.48562.5222759.880.34BC梁左30050012014.3360-92.88矩形截面0.1000.5180.11602.98375222759.880.51跨中100050012014.3360-79.15第一类T形0.0300.5180.03548.17300222759.880.51梁右30()5(X)12014.336092.88矩形截面-0.100().518-0.1-548.17375222759.880.51CD梁左30075012014.3360-192.23矩形截面0.0900.5180.09-761.48562.5222759.880.34跨中240075012014.3360169.7第一类T形-0.0100.518-0.01-676.87450222759.880.34梁右30075012014.3360203.88矩形截面-0.0900.518-0.09761.48562.5222759.880.34表6.3第4层框架梁正截面设计梁跨截面bb7hh,ffcfyM截面类型sbAsAs(min)实配钢筋实配面积配筋率p%AB梁左30075012014.3360-252.87矩形截面0.1200.5180.131099.91562.53221139.820.51跨中240075012014.3360213.97第一类T形-0.0100.518-0.01-676.874503209420.42梁右3(X)75012014.3360223.01矩形截面-0.1000.518-0.1-846.08562.53209420.42BC梁左30050012014.3360-123.4矩形截面0.1400.5180.15822.253753209420.63跨中100050012014.3360-108.99第一类T形0.0400.5180.04730.893003209420.63梁右30050012014.3360123.4矩形截面-0.1400.518-0.13-712.623753209420.63CD梁左3(X)75012014.3360-223.01矩形截面().10()0.5180.11-846.08562.53209420.42跨中240075012014.3360212.62第一类T形-0.0100.518-0.01-676.874503209420.42梁右30075012014.3360252.87矩形截面-0.1200.518-0.111099.91562.53201139.820.51截面类型sbAsAs(min)实配钢筋实配面积配筋率p%矩形截面0.1300.5180.141184.52562.53221139.820.51第一类T形-0.0100.518-0.01-676.874503221139.820.51矩形截面-0.1200.518-0.11-930.69562.53221139.820.51矩形截面0.1800.5180.21096.333753221139.820.76第一类T形-0.0400.518-0.04-730.893003221139.820.76矩形截面-0.1800.518-0.17-931.883753221139.820.76矩形截面0.1200.5180.13-930.69562.53221139.820.51第一类T形-0.0100.518-0.01-676.874503221139.820.51矩形截面-0.1300.518-0.121184.52562.53221139.820.51梁跨截面b/byhh,fLfyMAB梁左30075012014.3360-286.33跨中240075012014.3360250.56梁右30075012014.3360262.73BC梁左30050012014.3360-161.06跨中100050012014.3360135.22梁右30050012014.3360161.06CD梁左30075012014.3360-262.73跨中240075012014.3360249.21梁右30075012014.3360286.33截面类型sbAsAs(min)实配钢筋实配面积配筋率p%矩形截面0.1500.5180.161353.73562.54221519.760.68第一类T形-0.0200.518-0.02-1353.734504221519.760.68矩形截面-0.1300.518-0.12-1015.3562.54221519.760.68矩形截面0.2000.5180.231260.783754221519.761.01第一类T形-0.0500.518-0.05-913.613004221519.761.01矩形截面-0.2000.518-0.18-986.73754221519.761.01矩形截面0.1300.5180.14-1015.3562.54221519.760.68第一类T形-0.020().518-0.02-1353.734504221519.760.68矩形截面-0.1500.518-0.141353.73562.54221519.760.68梁跨截面bb,fhhfffefyMAB梁左30075012014.3360-326.15跨中240075012014.3360282.3梁右30075012014.3360287.98BC梁左30050012014.3360-184.59跨中100050012014.3360159.13梁右30050012014.3360184.59CD梁左30075012014.3360-287.98跨中240075012014.3360281.01梁右30075012014.3360326.15截面类型sbAsAs(min)实配钢筋实配面积配筋率p%矩形截面0.1700.5180.191607.56562.55221899.70.84第一类T形0.0100.518-0.02-1353.7345052015700.7矩形截面-0.1500.518-0.14-1184.52562.552015700.7矩形截面0.2600.5180.311699.323755221899.71.27第一类T形-0.0700.518-0.07-1279.0630052015700.7矩形截面-0.2600.518-0.23-1260.7837552015700.7矩形截面0.1500.5180.16-1184.52562.552015700.7第一类T形-0.020().518-0.02-1353.7345052015700.7矩形截面-0.1700.518-0.161607.56562.550221899.70.84表6.7梁跨截面bb,fhhfffefyMAB梁左30075012014.3360-377.36跨中240075012014.3360-154.83梁右30075012014.3360333.85BC梁左30050012014.3360-237.02跨中100050012014.3360200.13梁右30050012014.3360237.02CD梁左30075012014.3360-333.85跨中240075012014.3360343.31梁右30075012014.3360377.36表6.8第6层框架梁斜截面设计梁跨1截面bhVfcfyvhwb025fcbho0.7fibl选配箍筋配箍范围AB7200梁左300750121.1614.33602.37<4,属厚腹梁761.475213.210>8100(2)1125跨中300750-15.0414.33602.37<4,属厚腹梁761.475213.210>8100(2)4950梁右300750-126.6814.33602.37<4,属厚腹梁761.475213.218(g100(2)1125BC3000梁左30050059.8114.33601.53<4,属厚腹梁493.35138.148(g100(2)750跨中300500-24.414.33601.53<4,属厚腹梁493.35138.148100(2)1500梁右300500-59.8114.33601.53<4,属厚腹梁493.35138.148100(2)750CD7200梁左300750249.714.33602.37<4,属厚腹梁761.475213.218(g100(2)1125跨中30075016.2914.33602.37<4,属厚腹梁761.475213.218(g100(2)4950梁右300750-238.1714.33602.37<4,属厚腹梁761.475213.218(g100(2)1125表6.8第5层框架梁斜截面设计梁跨1截面bhVfcfyvhwb025fcbho0.7fibl选配箍筋配箍范围AB7200梁左300750162.414.33602.37<4,属厚腹梁761.475213.210>8100(2)1125跨中300750-24.3614.33602.37<4,属厚腹梁761.475213.210>8100(2)4950梁右300750-164.5414.33602.37<4,属厚腹梁761.475213.218(g100(2)1125BC3000梁左30050073.7414.33601.53<4,属厚腹梁493.35138.148(g100(2)750跨中300500-48.9514.33601.53<4,属厚腹梁493.35138.148100(2)1500梁右300500-73.7414.33601.53<4,属厚腹梁493.35138.148100(2)750CD7200梁左300750164.5414.33602.37<4,属厚腹梁761.475213.218(g100(2)1125跨中30075024.3614.33602.37<4,属厚腹梁761.475213.218(g100(2)4950梁右300750-162.414.33602.37<4,属厚腹梁761.475213.218(g100(2)1125表6.9第4层框架梁斜截面设计梁跨1截面bhVfcfyvhwb0.25JcbhqO.7fibho选配箍筋配箍范围AB7200梁左300750162.214.33602.37<4,属厚腹梁761.475213.218100Q)1125跨中300750-36.0914.33602.37<4,属厚腹梁761.475213.218100Q)4950梁右3(X)750-164.7414.33602.37<4,属厚腹梁761.475213.21O8100(2)1125BC3000梁左3(X)50093.6414.33601.53<4,属厚腹梁493.35138.14O8100(2)750跨中300500-68.8514.33601.53<4,属厚腹梁493.35138.148(g100(2)1500梁右300500-93.6414.33601.53<4,属厚腹梁493.35138.148(g100(2)750CD7200梁左300750164.7414.33602.37<4,属厚腹梁761.475213.218(g100(2)1125跨中30075036.0914.33602.37<4,属厚腹梁761.475213.218(g100(2)4950梁右300750-162.214.33602.37<4,属厚腹梁761.475213.218100Q)1125表7.0第3层框架梁斜截面设计梁跨1截面bhVfcfyvhwb025fcbho0.7fibl选配箍筋配箍范围AB7200梁左300750169.9414.33602.37<4,属厚腹梁761.475213.210>8100(2)1125跨中300750-46.2514.33602.37<4,属厚腹梁761.475213.210>8100(2)4950梁右300750-171.8214.33602.37<4,属厚腹梁761.475213.218(g100(2)1125BC3000梁左300500118.7414.33601.53<4,属厚腹梁493.35138.148(g100(2)750跨中30050093.9514.33601.53<4,属厚腹梁493.35138.148100(2)1500梁右300500-118.7414.33601.53<4,属厚腹梁493.35138.148100(2)750CD7200梁左300750171.8214.33602.37<4,属厚腹梁761.475213.218(g100(2)1125跨中30075046.2514.33602.37<4,属厚腹梁761.475213.218(g100(2)4950梁右300750-169.9414.33602.37<4,属厚腹梁761.475213.218(g100(2)1125表7.1第2层框架梁斜截面设计梁跨1截面bhVfcfyvhwb025fcbho0.7fibl选配箍筋配箍范围AB7200梁左300750178.9314.33602.37<4,属厚腹梁761.475213.210>8100(2)1125跨中300750-55.1614.33602.37<4,属厚腹梁761.475213.210>8100(2)4950梁右300750-180.7214.33602.37<4,属厚腹梁761.475213.218(g100(2)1125BC3000梁左300500134.5814.33601.53<4,属厚腹梁493.35138.148(g100(2)750跨中300500109.7914.33601.53<4,属厚腹梁493.35138.148100(2)1500梁右300500-134.5814.33601.53<4,属厚腹梁493.35138.148100(2)750CD7200梁左300750180.7214.33602.37<4,属厚腹梁761.475213.218(g100(2)1125跨中30075055.1614.33602.37<4,属厚腹梁761.475213.218(g100(2)4950梁右300750-178.9314.33602.37<4,属厚腹梁761.475213.218(g100(2)1125表7.2第1层框架梁斜截面设计梁跨1截面bhVfcfyvhwb025Jcbl%0.7fibho选配箍筋配箍范围AB7200梁左300750193.5214.33602.37<4,属厚腹梁761.475213.210>8100(2)1125跨中300750-71.0414.33602.37<4,属厚腹梁761.475213.210>8100(2)4950梁右300750-196.614.33602.37<4,属厚腹梁761.475213.21中8100(2)1125BC3000梁左300500166.3814.33601.53<4,属厚腹梁493.35138.14中8100(2)750跨中300500141.5814.33601.53<4,属厚腹梁493.35138.148(g100(2)1500梁右300500-1663814.33601.53<4,属厚腹梁493.35138.148(g100(2)750CD7200梁左300750196.614.33602.37<4,属厚腹梁761.475213.218(g100(2)1125跨中30075071.0414.33602.37<4,属厚腹梁761.475213.218(g100(2)4950梁右300750-193.5214.33602.37<4,属厚腹梁761.475213.218(g100(2)11256.2 框架柱截面设计6.2.1框架柱正截面压弯配筋计算计算步骤及公式如下：(1)验算轴压比。=Nfcbh=1077.16×1000/14.3X0.6×0.6×1000000=0.21<0.85,满足要求。(2)判断是何种偏压。X=Nfcb=1077.16×1000/1×14.3×0.6×100O=125.54mm<bho=29O.O8mm,为大偏压。(3)验算柱两端截面沿同一主轴方向的最小弯矩设计值与最大弯矩设计值比值。MminZMmax=115.12135.04=0.85<0.9(4)验算构件的长细比。Wi=3.6×1000/(0.6×0.6×1000000/12)l2=20.78<34-12MM2=23.77所以不需要考虑轴向压力在该方向挠曲杆件中产生的附加弯矩影响。C,n=0.7÷0.3MM2=0.7+0.3×115.12/135.04=0.96>0.7取Cm=0.96c=0.5fcAN=0.5×14.3×0.6×0.6×1000000/1077.16×1000=2,39>1取c=1lch=1.25×3.6×10000.6×1000=7.5ea=(h30,20)max=20mmns=l+(lch)2c1300(M2N+ea)ho=1+7.5×7.5×ll300×(l35.04×1000/1077.16+20)/560=1.17由于Cmn=0.96xl.l7=1.12>l取Cmnn产112则M=C,nnsM2=1.12×135.04=151.24kNm则e=MN+h2-as=151.24/1077.16+0.6×1000/2-40=260.14mm由于采用对称配筋，根据下面两平衡条件：N=1fcbX,X=Nafcb=1077.16×1000/1X14.3×0.6×1000=125.54mmAs=As,=Ne-afcbx(ho-0.5x)fy(ho-as)=1077.16×1000×260.14-1×14.3×0.6×1000×125.54×(560-0.5×125.54)360×(560-40)=-1364.16mm2(5)选配钢筋。假设选用16根直径为16mm的钢筋，As=As-3215.36mm2o由此，验算单侧配筋率：Asbh0=3215.36/0.6×1000×560=0.0096>0.002全部纵向钢筋的配筋率：Asbh0=(16-1)×4X200.96/0.6×1000×560=0.0359>0.008,同时V0.05故满足要求。6.2.2框架柱斜截面压弯配筋计算计算步骤及公式如下：由于柱的反弯点在层高范围内，=Hn2ho=285O2×56O=2.54<3,取=2.54.(2)N=1077.16kN<0.3fcA=1544.40kN,取N=1077.16kNo因为V1.05flbh(+1)+fyvAsvhos+O.O56N所以AMbS2(V-l.05flbh(+1)-0.056N)fjvbho=(-68.2×1000-1.05×1.43×600×560(2.54÷1)-0.056×1077.16×1000)(360×560×600)=-0.0019(3)配置箍筋：假设选用直径为IOmm的钢筋，2肢箍，间距为IOomm。nAsvbs2×78.5/600×100=0.0026>-0.0019,满足配筋要求。(4)计算配箍率：由下式计算统计配箍率：pv=asklskIhs=78.5×10(600-2×40)×100=0.0151由高规6.47轴压比=Nfcbh=0.21,故取入后0.1(5)最小配箍率：pvmin=vfcf>v=0.1×14.3/360=0.004<pv=0.015,满足配筋要求。最终CmTlnSe偏压类型As配筋单侧p(%)P(%)0.891.06260.37大偏心-566.616160.963.590.891.07260.3大偏心-68116160.963.590.961.15260.15大偏心-1277.1416160.963.590.96