【《桂林市S商务酒店框架结构设计》14000字】

2.7梁、柱截面设计与配筋计算砼强度采用C30HRB400为钢筋强度2.7.1框架柱截面设计根据截面最不利内力组合：+Mmax及相应的N,V；-Mmax及相应的N,V；。以底层中柱C为例做框架柱截面设计底层柱中，=3946.517kN=600mm-40mm=560mm=14.3N/1.柱的轴压比验算=3946.517kN×103/(14.3N/mm2×6002mm2)=0.767<[0.9]满足要求2.截面尺寸复核取=74.055kN由=560/600=0.93<4可知＝>=74.055kN（满足要求）框架柱正截面受弯承载力计算相同的一个柱子截面分别承受正、反两个方向的M∴采用对称配筋。=1.0×14.3×600×0.5176×560×10-3=2486.964kN<=3946.517kN（1）首层：し0=1.0Н=5.05m，Ν≦Νb构件为大偏心受压，由于轴力差值不是很大，我们就可以选择弯矩比较大的进行下面的组合。1.选第一组内力：M=204.38kN·m,N=2289.290kN,V=-74.055kN进行截面计算。M1/M2=192.972kN/m/204.380kN/m=0.895<0.9‚=5050/173.205=32.620>34-12=34-12×0.895=23.26ƒ②不满足要求，考虑附加弯矩的影想=0.5×14.3×600×600/2289290=1.124＞1.0取=1.0Сm=0.7+0.3=0.7+0.3×0.895=0.968M1与M2同号取Сm=1.0==20mm所以，纵向挠曲后的1×1.373×176.510kN·m=242.348kN·m(2)求mm=113.257mm+20mm=133.257mm=133.257+600/2-40=393.257mm=0.5176=[2139.806×103×393.257-1.0×14.3×600×5602×0.445×(1-0.5×0.445)]/360×(560-40)=-477.835<0为保证安全构件需按构造要求配钢筋，根据选用的钢筋和砼强渡应满足最小配筋率рmin=0.55%的要求=2.选第二组内力：M=-151.717kN·mN=2470.802kNV=48.835kN进行截面计算。=-71.554kN·m/-151.717kN·m=0.472<0.9‚=5650/173.205=382.620>34-12=34-12×0.472=28.336ƒ②不满足要求，考虑轴向n在该方象挠曲杆中产生的附加弯矩的影像=0.5×14.3×600×600/2470.802×103=1.042>1.0取=1.0Сm=0.7+0.3=0.7+0.3×0.472=0.842M1与M2同号，曲Сm=1.0==20mm所以，纵向挠曲后的1×1.469×151.717kN·m=222.872kN·mmm=90.202mm+20mm110.202mm=110.202+600/2-40=370.202mm2470.802×103/1.0×14.3×600×560=0.514=0.5176=[2470.802×103×370.202–1.0×14.3×600×5602×0.514×(1-0.5×0.514)]/360×(560-40）=-603.009<0=每侧应该配的钢筋418(As=As´=1017mm2)=1017mm2/(600mm)2=0.283%>4.受压承载力验算：选一层中柱C作为验算构件，查内力组合表可得：=3402.304kN，=5650/600=9.417查表可得，稳定系数：==4488.288kN>=3402.304kN满足要求斜截面受剪承载力计算选择底层C柱作框架柱斜截面计算（1）最不利内力组合：M=176.510kN·m,N=2139.806kN,V=-62kN。剪跨比：=5.65/（2×0.560)=5.045>3取λ=3=1544.4kN<N=2139.806kN∴N=1544.4kN=1.75/(3+1)×1.43×600×560+0.07×1544400=237.237kN>V=62kN410@2506.裂缝宽度验算=90.202/560=0.161<0.55可不用验算做裂缝2.7.2框架梁配筋计算：1.框架梁正截面设计=650-35=615mm表2.321层框架梁的正截面计算计算公式AB梁BC梁CD梁支座左跨中支座右支座左跨中支座右支座左跨中支座右M（kN·m）-118.760-128.381108.877-114.50314.991123.964-125.744-153.318126.0701845001845001845001845001845001845001845001845001845000.0730.0790.0670.0710.0090.0760.0770.0940.0780.0760.0820.0690.0740.0090.0790.0800.0990.0810.9620.9590.9650.9630.9950.9600.9600.9510.901557.535604.777509.444537.04868.050583.239591.614728.174631.989选筋41441841441428414414418416实配面积mm2615101761561510161561510178040.315%0.522%0.315%0.315%0.518%0.315%0.315%0.412%0.412%表2.335层框架梁的正截面计算计算公式AB梁BC梁CD梁支座左跨中支座右支座左跨中支座右支座左跨中支座右M（kN·m）-56.928-80.41165.411-54.32913.85855.996-88.653-119.05466.4191845001845001845001845001845001845001845001845001845000.0350.0700.0490.0330.0130.0360.0550.0730.0410.0360.0730.0500.0340.0130.0370.0570.0760.0420.9820.9640.9750.9830.9930.9820.9720.9620.979261.788534.830366.563249.58194.180257.632412.082558.916306.399选筋41041641241028410412416410实配面积mm23148044523141013144528043140.161%0.412%0.232%0.161%0.518%0.161%0.232%0.315%0.161%3.框架梁AB斜截面设计BXh=300mm×650mmh0=650mm-45mm=605mm（1）底层：复核截面尺寸/b=605/300=2.02<4属于一般梁0.25=648.863kN>=146.403kN验算截面按构件配筋还是按计算配筋：0.7==181.682kN>=146.403kN按构造配箍筋,仅配置箍筋：选用双肢箍8；验算最小配箍率0.168%>=0.095%(2)五层：梁截面：=127.495kN符合最小尺寸要求，不会发生斜压破坏。：0.7==181.682kN>=127.495kN8mm验算最小配箍率：0.168%>=0.095%4.裂缝宽度验算一层左垮梁垮中：128.381kN·mAs=1017mm2239.381N/mm20.0101.1-0.65=0.555>0.2取=0.555 18mm1.90.555(1.928+0.08)=0.249<=0.3满足要求五层左跨梁跨中：114.113kN·mAs=804mm2269.652N/mm20.0081.1-0.65=0.494>0.2取=0.494 18mm1.90.494(1.928+0.08)=0.295<=0.3满足要求2.8基础设计fa=230kN/m2基础可以先埋深1.6m。基础高度取0.8m。基础采用C30的混凝土，=14.3kN/m2，=360kN/m2。上部结构传到=23.54kN/m3,回填土重度=18kN/m3(=1.5，=0.3)。图2.22C框架柱下独立基础计算简图2.8.1基础尺寸及埋置深度(1)规定要求倆边延伸0.1米（2）第一组：=176.510=2139.806=-62.0第二组：=61.287=3402.304=-4.941①=0.8m×17.8kN/m3+(1.6-0.8)m×18.6kN/m3/1.6m=23.54kN/m3=230kN/m2+1.5×23.54kN/m3×(1.6-0.5)m=268.84基础可以暂时选择方形设计,那么宽度就需要修正。对基础底面尺寸取值来进行核对算：=20×4.2×4.2×1.825=643.86Nk+Gk=3402.304kN+643.86kN=4046.2kN基础底部的最大压力：基础底尺寸复合要求。②计算基底应力基础回填土:=20×1.6×4.2×4.2=564.48第1组：=176.510=2139.806=-62.0第2组：=61.287=3402.304=4.941=(229.69kpa+220.06kpa)/2=224.875总结：=229.69kPa=139.07kPa=224.875kPa2.8.2持力层承载力验算=224.875kPa＜=268.84

=229.69kPa＜1.2=1.2×268.84=322.608=139.07kPa＞0满足要求.基础高度验算，对边基础截面进行抗冲切验算。取:==(因偏心受压:=229.69kPa=229.69kPa×3.3281㎡=764.5kNh不大于800mm时，取=0.7×1.0×1.43N/×(600+740)mm×740mm=992.59kN＞=764.5kN2.8.3配筋计算=229.69Pa因此每侧可以选用25@100（AS=As´=4909mm2）钢筋。2.8.4抗震设计最不利组合为:=176.510=2139.806=-62以上内力知:=167.54kPa＜1.2=1.2×1.3×268.84kPa=419.39kPa参考文献民用建筑设计统一标准GB50352-2019建筑设计防火规范GB50016-2014（2018年版）办公建筑设计标准JGJ／T67