【《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0.1300.5180.14
