学士学位论文—-土木工程计算书龙岩第一技校学生宿舍设计.doc

'武汉科技大学本科毕业设计1工程概况1.1建设项目名称：龙岩第一技校学生宿舍1.2建设地点：龙岩市某地1.3建筑类型：八层宿舍楼，框架填充墙结构，基础为柱下独立基础，混凝土C30。1.4设计资料：1.4.1地质水文资料：由地质勘察报告知，该场地由上而下可分为三层：杂填土：主要为煤渣、石灰渣、混凝土块等，本层分布稳定，厚0-0.5米；粘土：地基承载力标准值fak=210Kpa,土层厚0.5-1.5米亚粘土：地基承载力标准值fak=300Kpa,土层厚1.5-5.6米1.4.2气象资料：全年主导风向：偏南风夏季主导风向：东南风冬季主导风向：西北风基本风压为：0.35kN/m2（c类场地）1.4.3抗震设防要求：七度三级设防1.4.4建设规模以及标准：1建筑规模：占地面积约为1200平方米，为8层框架结构。2建筑防火等级：二级3建筑防水等级：三级4建筑装修等级：中级2结构布置方案及结构选型2.1结构承重方案选择根据建筑功能要求以及建筑施工的布置图，本工程确定采用横向框架承重方案，框架梁、柱布置参见结构平面图，如图2.1所示。2.2主要构件选型及尺寸初步估算2.2.1主要构件选型-62– 武汉科技大学本科毕业设计（１）梁﹑板﹑柱结构形式：现浇钢筋混凝土结构图2.1结构平面布置图（２）墙体采用：粉煤灰轻质砌块（３）墙体厚度：外墙:250mm，内墙:200mm（４）基础采用：柱下独立基础2.2.2梁﹑柱截面尺寸估算（１）横向框架梁:中跨梁（BC跨）：因为梁的跨度为7500mm，则.取L=7500mmh=(1/8~1/12)L=937.5mm~625mm取h=750mm.375mm~250mm取b=400mm满足b>200mm且b/750/2=375mm故主要框架梁初选截面尺寸为：b×h=400mm×750mm同理，边跨梁（AB、CD跨）可取：b×h=300mm×500mm（２）其他梁：连系梁：取L=7800mmh=(1/12~1/18)L=650mm~433mm取h=600mm300mm~200mm取b=300mm故连系梁初选截面尺寸为：b×h=300mm×600mm由于跨度一样，为了方便起见，纵向次梁截面尺寸也初选为：-62– 武汉科技大学本科毕业设计b×h=300mm×600mm横向次梁：跨度L=6300mmh=(1/12~1/18)L=525mm~350mm取h=450mm225mm~150mm取b=250mm故横向次梁初选截面尺寸为：b×h=250mm×450mm（3）框架柱:×3000=374.7mm~281mmb=(1~2/3)h取b=h①按轴力估算:A、D列柱:No=8×2×3.9×3.15m2×14KN/m2=2752KNB、C列柱:No=8×2×3.9×6.8m2×14KN/m2=6027KN②按轴压比验算:此建筑抗震等级为三级，=0.9选C30型混凝土=14.3N/㎡N=1.2NoB、C列柱：(2.1)A﹑D列柱：(2.2)故初选柱截面尺寸为：B、C列柱：b×h=750mm×750mmA﹑D列柱：b×h=600mm×600mm2.3确定结构计算简图2.3.1三个假设：①平面结构假定：认为每一方向的水平力只由该方向的抗侧力结构承担，垂直于该方向的抗侧力结构不受力；②楼板在自身平面内在水平荷载作用下，框架之间不产生相对位移；③不考虑水平荷载作用下的扭转作用。2.3.2计算简图根据结构平面布置图,选定第5轴线作为计算单元.如图2.2所示框架梁跨度(按柱中心线确定)：AB、CD跨:6300mmBC跨:7500mm框架柱高度：假定基础顶面到室外地面的距离为500mm,则可取底层:H1=4500+300+500=5300mm-62– 武汉科技大学本科毕业设计其它层:H2=H3=H4=H5=H6=H7=H8=H9=3000mm框架计算简图如图2.3所示图2.2框架计算单元2.4梁﹑柱惯性矩,线刚度,相对线刚度计算2.4.1梁﹑柱惯性矩计算计算梁截面惯性矩时，考虑到现浇楼板的作用，边跨取I=1.5IO，中跨取I=2IO（IO为不考虑梁翼缘作用的梁截面惯性矩）-62– 武汉科技大学本科毕业设计图2.3框架计算简图主要框架梁：(2.3)次要框架梁：(2.4)边框架梁：(2.5)中框架梁：(2.6)内柱：(2.7)-62– 武汉科技大学本科毕业设计外柱：(2.8)2.4.2梁﹑柱线刚度计算根据公式i=EI/l(2.9)可以得出梁﹑柱的线刚度如下(E=EC)梁：iA8B8=iC8D8=3.125×109E/6300=0.5×106Eib8C8=14.06×109E/7500=1.87×106E柱：iD1D0=1.08×1010E/5300=2.04×106EiC1C0=2.64×1010E/5300=4.98×106EiD7D8=1.08×1010E/3000=3.6×106EiC7C8=2.64×1010E/3000=8.8×106E2.4.3梁﹑柱相对线刚度计算取iD1D0值作为基准值1.算得梁﹑柱的相对线刚度标于图2.3中。3.荷载标准值计算3.1永久荷载3.1.1作用于框架梁上的均布荷载1屋面恒载三毡四油屋面防水层0.4kN/m21:3水泥沙浆找平层20mm0.4kN/m2水泥蛭石板保温层60mm0.12kN/m21:8水泥炉渣找坡80mm1.44kN/m21:3水泥沙浆找平层20mm0.4kN/m2现浇钢筋混凝土板100mm2.5kN/m2板底抹灰20mm0.4kN/m2合计5.66kN/m22楼面恒载水磨石地面0.65kN/m2现浇钢筋混凝土板100mm2.5kN/m2板底抹灰20mm0.4kN/m2合计3.55kN/m23框架梁自重-62– 武汉科技大学本科毕业设计边跨框架梁：0.330.5325=3.75kN/m中跨框架梁：0.430.75325=7.5kN/m4柱子自重上层柱：外柱：0.630.632533=27kN/根内柱：0.7530.7532533=42.2kN/根底层柱：外柱：0.630.632535.3=47.7kN/根内柱：0.7530.7532535.3=74.5kN/根5墙自重及两面抹灰女儿墙：0.2531.538=3KN/m两面抹灰：0.8kN/m2~8层：内墙:0.23（3-0.5）38=4kN/m0.23（3-0.75）38=3.6kN/m外墙:0.253（3-0.5）38=5kN/m0.253（3-0.75）38=4.5kN/m底层:0.253（4.5-0.75）38=7.5kN/m0.253（4.5-0.5）38=7.5kN/m6作用在框架梁上的恒载（走廊板按单向板计算）楼面荷载分配按双向板进行等效分配短向分配：5aq/8(3.1)长向分配：(3.2)顶层：（走廊板按单向板计算）边跨框架梁自重0.330.5325=3.75kN/m梁侧粉刷23（0.5-0.1）30.02317=0.27kN/m中跨框架梁自重0.430.75325=7.5kN/m梁侧粉刷23（0.75-0.1）30.02317=0.44kN/mqA1=qB1=qG4=qH4=5.6630.533.9=11.04kN/m(峰值)则等效均布荷载为q===9.25kN/mqE4=qF3=qC4=Qd1=2.5530.535.66=7.22kN/m(峰值)则等效均布荷载为q=5aq/8=537.22/8=4.51kN/m所以，作用在框架梁上的线荷载为：qL5=qL1=4.02+9.2532=22.52kN/mqL2=qL4=7.94+4.5132=16.96kN/mqL3=7.94kN/m同理可求得作用在框架梁上的集中荷载为F=146.15kN作用在标准层梁上的线荷载以及集中荷载同理可以求出，在此不再赘述，仅列结果如下：标准层框架梁上的线荷载为：qL5=qL1=9.72+5.832=21.32kN/mqL2=qL4=13.07+2.8332=18.73kN/m-62– 武汉科技大学本科毕业设计qL3=7.94kN/m集中荷载为F=157.57KN3.1.2恒载作用于框架柱上的集中荷载计算方法：每层柱分为上下两个截面，其中：上截面集中荷载=与柱相连接的纵向框架梁自重以及其上墙体、次梁传来恒载、楼面结构层传来恒载之和下截面集中荷载=上截面传来荷载+该层柱自重1边跨顶层：连系梁自重qL6=qL7=qL16=qL17=0.330.6325=4.5kN/m梁侧粉刷23（0.6-0.1）30.02317=0.34kN/m横向次梁自重L18=qL19=qL24=qL25=0.2530.45325=2.81kN/m侧粉刷23（0.45-0.1）30.02317=0.24kN/m女儿墙自重337.8=23.4kN墙面抹灰0.8kN/mqA3=qB3=qG2=qH2=5.6630.533.9=11.04kN/m(峰值)则等效均布荷载为q===9.25kN/mqA2=qB2=qG3=qH3=5.6630.533.9=11.04kN/m(峰值)则等效均布荷载为q=5aq/8=5311.04/8=6.9kN/m所以，作用在边跨柱顶的集中荷载为F81=［（3.05+9.25）36.3/（232）+（4.84+6.9+0.8）33.9］32+23.4=159.96KN作用在边跨柱底的集中荷载为F82=159.96+27=187.96KN七层：连系梁自重qL6=qL7=qL16=qL17=0.330.6325=4.5kN/m梁侧粉刷23（0.6-0.1）30.02317=0.34kN/m连系梁上纵墙自重0.253（3-0.6）3837.8=37.44kN墙面粉刷23（3-0.6）30.02317=1.63kN/m横向次梁自重L18=qL19=qL24=qL25=0.2530.45325=2.81kN/m梁侧粉刷23（0.45-0.1）30.02317=0.24kN/m横向次梁上横墙自重0.23（3-0.45）38=4.08kN/m-62– 武汉科技大学本科毕业设计墙面粉刷23（3-0.45）30.02317=1.73kN/mqA3=qB3=qG2=qH2=3.5530.533.9=6.92kN/m(峰值)则等效均布荷载为q===5.8kN/mqA2=qB2=qG3=qH3=3.5530.533.9=6.92kN/m(峰值)则等效均布荷载为q=5aq/8=536.92/8=4.33kN/m所以，作用在边跨柱顶的集中荷载为F71=［（4.84+4.33+1.63）37.8/2+（3.05+5.8+4.08+1.72）36.3/（232）］32+37.44+179.16=167.86+187.96=354.82KN作用在边跨柱底的集中荷载为F72=354.82+27=381.82KN同理可算得其余各层柱集中荷载，在此不再赘述，仅列结果如下六层F61=167.86+381.82=549.68KNF62=549.68+27=576.68KN五层F51=167.86+576.68=744.54KNF52=744.54+27=771.54KN四层F41=167.86+771.54=939.4KNF42=939.4+27=966.4KN三层F31=167.86+966.4=1134.26KNF32=1134.26+27=1161.26KN二层F21=167.86+1161.26=1329.12KNF22=1329.12+27=1356.12KN一层F11=167.86+1356.12=1523.98KNF12=1523.98+47.7=1571.68KN2中跨顶层：连系梁自重qL14=qL15=qL18=qL19=0.330.6325=4.5kN/m梁侧粉刷23（0.6-0.1）30.02317=0.34kN/mqA4=qB4=qG1=qH1=5.6630.533.9=11.04kN/m(峰值)则等效均布荷载为q=5aq/8=5311.04/8=6.9kN/mqE1=qF2=qC1=qD2=5.6630.532.55=7.22kN/m(峰值)则等效均布荷载为q===5.93kN/m所以，作用在中跨柱顶的集中荷载为F81=（4.84+6.9+5.93）37.832/2+（6.3+2.55）33.05/2+4.1532.55/2+9.2536.3/2=185.75KN作用在边跨柱底的集中荷载为F82=185.75+42.2=227.95KN-62– 武汉科技大学本科毕业设计七层：连系梁自重qL8=qL9=qL14=qL15=0.330.6325=4.5kN/m梁侧粉刷23（0.6-0.1）30.02317=0.34kN/m横向次梁自重L18=qL19=qL24=qL25=L20=qL21=qL22=qL23=0.2530.45325=2.81kN/m梁侧粉刷23（0.45-0.1）30.02317=0.24kN/m横向次梁上横墙自重0.23（3-0.45）38=4.08kN/m墙面粉刷23（3-0.45）30.02317=1.73kN/mqA4=qB4=qG1=qH1=3.5530.533.9=6.92kN/m(峰值)则等效均布荷载为q=5aq/8=536.92/8=4.33kN/mqE1=qF2=qC1=qD2=3.5530.532.55=4.53kN/m(峰值)则等效均布荷载为q===3.72kN/m所以，作用在中跨柱顶的集中荷载为F71=(4.84+4.33+3.72)37.832/2+（6.3+2.55）38.86/2+2.8332.55/2+5.836.3/2+242=161.63+227.95=389.58KN作用在边跨柱底的集中荷载为F72=389.58+42.2=431.78KN同理可算得其余各层柱集中荷载，在此不再赘述，仅列结果如下六层F61=161.63+431.78=593.41KNF62=593.41+42.2=635.61KN五层F51=161.63+635.61=797.24KNF52=797.24+42.2=839.44KN四层F41=161.63+839.44=1000.74KNF42=1000.74+42.2=1042.94KN三层F31=161.63+1042.94=1204.24KNF32=1204.24+42.2=1246.44KN二层F21=161.63+1246.44=1408.07KNF22=1408.07+42.2=1450.27KN一层F11=161.63+1450.27=1611.9KNF12=1611.9+74.5=1686.4KN恒载作用受荷简图如图3.1所示3.2活荷载查荷载规范：楼面均布活荷载标准值为2.0KN/m2,上人屋面均布活荷载标准值为2.0KN/m2。3.2.1作用在框架梁上的活荷载1作用在框架梁上的均布活荷载qL1=qL5=2.030.533.932=7.8kN/m(峰值)则等效均布荷载为-62– 武汉科技大学本科毕业设计图3.1恒载作用受荷简图q===6.54KN/m-62– 武汉科技大学本科毕业设计qL2=qL4=2.030.532.5532=5.1kN/m(峰值)则等效均布荷载为q=5aq/8=535.1/8=3.19kN/m2作用在框架梁上的集中活荷载qE3=qF4=qC3=qD4=2.030.532.55=5.1kN/m(峰值)则等效均布荷载为q===4.0KN/mqI1=qI2=qK1=qK2=2.030.532.4=2.4kN/m（均值）qC2=qE2=qF1=qD3=2.030.532.55=2.55kN/m（峰值）则等效均布荷载为q=5aq/8=532.55/8=1.59kN/m所以集中荷载为F=［1.5932.55/(232)+2.437.8/2+4.037.8/2］32=51.95KN3.2.2作用在框架柱上的集中活荷载1边跨qA2=qB2=qG3=qH3=2.030.533.9=3.9kN/m（峰值）则等效均布荷载为q=5aq/8=533.9/8=2.44kN/mqA3=qB3=qG2=qH2=2.030.533.9=3.9kN/m（峰值）则等效均布荷载为q==3.27kN/m所以，作用在边跨柱子上的集中活载为FA=FD=2.4437.832/2+3.2736.332/(232)=29.33KN2中跨qA4=qB4=qG1=qH1=2.030.533.9=3.9kN/m（峰值）则等效均布荷载为q=5aq/8=533.9/8=2.44kN/mqC1=qE1=qF2=qD2=2.030.532.55=2.55kN/m（峰值）则等效均布荷载为q==2.09kN/m所以，作用在边跨柱子上的集中活载为FB=FC=(2.44+2.09)37.8+1.5932.55/2+3.2736.3/2=47.66KN活载作用受荷简图如图3.2所示-62– 武汉科技大学本科毕业设计图3.2活载作用受荷简图3.3风荷载风压标准值计算公式为：w=βZμSμZω0本地区基本风压为：w0=0.35地面粗糙类别为C类；风振系数：βZ=1+Hi/H3ξγ/μZ-62– 武汉科技大学本科毕业设计(3.3)表3.1层次12345678Hi（第i层距离室外地面的高度）4.87.810.813.816.819.822.825.8H总=30.9mB≈58mH/B≈0.5查表：脉动影响系数γ=0.40表3.2离地面高度（m）z4.87.810.813.816.819.822.825.8风压高度系数μZ0.740.740.740.740.7760.8360.8850.933结构基本周期：==0.41(3.4)ω0=0.3530.62=0.22kN/m2(3.5)ω0T2=0.2230.412=0.04(3.6)查表得：脉动增大系数ξ=1.17βZ=1+Hi/H3ξγ/μZ(3.7)表3.3Z4.87.810.813.816.819.822.825.8βZ1.131.191.261.341.391.431.471.50ωk=βZμSμZω0(3.8)∵结构高度H=25.8<30m,故取βZ=1.0,μS=1.3表3.4z4.87.810.813.816.819.822.825.8ωk0.380.400.420.450.490.540.590.64转化为集中荷载（受荷面与计算单元同）8层：FW8K=7.83(3.0/2+1.5)30.64=14.98KN7层：FW7K=7.833.03（0.64+0.59）42=28.78KN6层：FW6K=7.833.03（0.59+0.54）42=26.44KN5层：FW5K=7.833.03（0.54+0.49）42=24.1KN4层：FW4K=7.833.03（0.49+0.45）42=22KN-62– 武汉科技大学本科毕业设计3层：FW3K=7.833.03（0.45+0.42）42=20.36KN2层：FW2K=7.833.03（0.42+0.4）42=19.19KN1层：FW1K=7.830.433.0/2+3.630.3834.8=18.91KN风荷载受荷简图如图3.3所示图3.3风载作用受荷简图3.4地震荷载-62– 武汉科技大学本科毕业设计3.4.1重力荷载代表值计算所谓重力荷载代表值是指的一个变形缝范围内楼层所有恒载与活荷载标准值的组合值，即恒载＋0.5活载,具体计算结果如下:1恒载屋面重力值：G面=5.663（3.036.5+7.837320.1-2.137.8-7.836.75-336.3）=5515KN楼板重力值：G板=3.553（3.036.5+7.837320.1-2.137.8-7.836.75-336.3）=3459K梁重力值：G1=0.430.7536.532539+0.330.536.3325317+0.330.637.8325336+0.330.63334325+0.330.637.832535+0.2530.4538.85325313+(230.0236.539+230.0236.3317+230.0237.8336+230.023334+230.0237.835+230.0238.85313)317=3073KN柱重力值：G上柱=27317+42.2318+0.2530.2532533312=1256KNG底柱=47.7317+74.5318+0.2530.2532535.3312=2218KN突出屋面部分板自重：G2=6.7537.8=52.65KN楼梯自重：楼梯间荷载近似取为楼面荷载的1.5倍，即q=3.5531.5=5.3KN/m2为了安全起见取大值，可取q=6KN/m2，则楼梯自重为G梯=63(3.036.3+7.836.75+3.036.3)=542.7KN墙重力值：G女儿墙=（2320.1+332+7.83532+2.132+7.833）33=455.4KN标准层墙重：G3=0.2531.238358.0332+0.330.2536.33832+0.253337.538+0.25383332.132+0.2531.237.538+0.233383(58.03-15)32+0.2538333(3+2.433)+0.23338317.7312=1936KNG标门窗=0.431.2358.0332+0.132.131.03(1532+1232)=67KNG墙=0.2531.538358.03+0.2534.538320.132+0.234.538313.836=1132KNG底门窗=0.432.6358.03+0.433.8358.03=148KNG突柱=0.2530.2535.4325312=101KNG突墙=0.2535.436.753238+0.2535.432.738+0.2535.432.438+0.2535.438.8538+0.2535.436.338+0.2535.437.838=449KN2活荷载Q=2.03(3313.8+20.137.835+7.832311.25+4.836.3)=2062KNQ突板=2.03(7.836.75+336.3)=143KN3重力荷载代表值-62– 武汉科技大学本科毕业设计G8=G面+G梁+G上柱/2+G标墙/2+Q/2+G女儿墙+（G2+G突墙+G突柱+Q突板/2）33=5515+3073+1256/2+455.4+1936/2+2062/2+（52.65+101+449+143/2）=12733KNG7=G板+G梁+G上柱+G标墙+Q/2=3459+3073+1256+1936+2062/2=10755KNG2=G3=G4=G5=G6=G7=10755KNG1=G板+G梁+G上柱/2+G底柱/2+G标墙/2+G底墙/2+Q/2=3459+3073+1256/2+2218/2+1936/2+1132/2+2062/2=10834KN3.4.2柱抗侧移刚度D的计算1横梁线刚度为了简化计算，框架梁截面惯性矩增大系数取1.2AB、CD跨：kb=iC8D8×1.2=5×105333104×1.2=183109N·mmBC跨：kb=iB8C8×1.2=18.7×105333104×1.2=67.33109N·mm2柱的线刚度边柱：底层：kc=20.43105333104=61.23109N·mm其它层：kc=363105333104=1083109N·mm中柱：底层：kc=49.83105333104=149.43109N·mm其它层：kc=883105333104=2643109N·mm3框架柱的侧移刚度D值表3.52～8层D值的计算Dk=∑kb/2kcα=k/(2+k)D=12αkc/h2边柱A、D0.1670.07711088中柱B、C0.3230.13948928表3.6底层D值的计算Dk=∑kb/2kcα=k+0.5/(2+k)D=12αkc/h2边柱A、D0.2940.3469046中柱B、C0.5710.416265504计算框架自振周期各层D值汇总（见表3.7）表3.7各层D值汇总D值/层次柱类型2～8层（D值3根数）1层（D值3根数）-62– 武汉科技大学本科毕业设计边柱A、D轴11088317=1884969046317=153782中柱B、C轴48928318=88070426550318=477900∑D（KN/m）1069200631682按顶点位移法计算，考虑轻质砌块墙对框架刚度的影响，取基本周期调整系数α0=0.8，计算公式为1=1.7α0,式中△T为顶点横向框架顶点位移计算位移。按D值法计算。见表3.85水平地震作用标准值和位移的计算多遇地震作用下，设防烈度为7度，查表αmax=0.08.龙岩市反应谱特征周期查表Tg=0.35s,Tg＜T1＜5Tg∴(3.9)6水平地震作用计算因为T1=0.88s＞1.43Tg=1.430.35=0.49s.尚需考虑顶部附加水平地震作用。δn=0.08T1+0.07=0.0830.88+0.07=0.140(3.10)结构总水平地震作用标准值：Fek=α1Geq=0.03430.85388097=2546KN(3.11)顶部附加的集中水平地震作用为：ΔFn=δn·Fek=0.1432546=356KN(3.12)表3.8横向框架顶点位移计算层次Gi(kN)DiΔi－Δi－1=∑Gi/DΔi(m)8127331273310692000.010.4167107552348810692000.020.4066107553424310692000.030.3865107554499810692000.040.3564107555575310692000.050.3163107556650810692000.060.2662107557726310692000.070.206110834880976316820.1360.136T1=1.730.8=0.88s(3.13)(3.14)-62– 武汉科技大学本科毕业设计=1083435.3+107553(8.3+11.3+14.3+17.3+20.3+23.3)+12733326.3=1422790.9KN同理：F2=134KNF3=182KNF4=231KNF5=279KNF6=327KNF7=376KNF8=423KNF8＇=875KNFi,Vi和△ue的计算（见表3.9）表3.9Fi,Vi和△ue的计算层次87654321Fi(KN)87537632727923118213486Vi(KN)8751291157818572088227024042490∑D(KN/m)1069200106920010692001069200106920010692001069200631682△ue(m)0.00070.00110.00140.00160.00190.0020.00220.0038应将地震作用按柱刚度转化为计算单元的那一榀框架,转化后地震作用下框架计算简图如图3.4所示。4内力分析作用于框架上的荷载总的分为两大类型,即水平作用和竖向作用,对竖向作用可不考虑框架的侧移,故可采用弯矩二次分配法计算;水平作用考虑框架节点转动,采用D值法分析,各种作用的内力计算分述如下:4.1恒载作用下的内力计算4.1.1固端弯矩计算1恒荷载作用下框架梁两端的固端弯矩由于结构和荷载都对称，故可取半结构进行内力计算，如图4.1所示AB跨：八层-62– 武汉科技大学本科毕业设计MAB=-ql²/12=-22.52×6.3²/12=-74.5KN·m(4.1)MBA=ql²/12=22.52×6.3²/12=74.5KN·m(4.2)-62– 武汉科技大学本科毕业设计图3.4水平地震作用受荷简图-62– 武汉科技大学本科毕业设计图4.1恒载作用计算简图一～七层MAB=-ql²/12=-21.32×6.3²/12=-70.5KN·mMBA=ql²/12=21.32×6.3²/12=70.5KN·m-62– 武汉科技大学本科毕业设计BE跨：八层MC8＇E8＇＝－7.9433.752/3-146.1532.553(233.75-2.55)/(233.75)＝－283.2KN·mME8＇C8＇＝－7.9433.752/6-146.1531.22/(233.75)＝-46.7KN·mMC8＇＇E8＇＇＝－22.35KN·mME8＇＇C8＇＇＝6.65KN·m∴MC8E8＝MC8＇E8＇+MC8＇＇E8＇＇＝－305.55KN·mME8C8＝ME8＇C8＇+ME8＇＇C8＇＇＝-40.05KN·m利用《结构力学》知识，分别求出了每层每根梁在恒荷载作用下梁两端的固端弯矩，然后（注意考虑节点的偏心弯矩）进行叠加，总的固端弯矩标注于表4.1中。4.1.2节点分配系数计算μA8B8==0.124(4.3)μA8A7==0.876(4.4)其余分配系数见表4.14.1.3弯矩分配、传递具体计算可在表中进行，计算过程和结果参见表4.1。4.1.4画内力图根据计算结果先画出各杆件弯矩图，如图所示，括号里弯矩值为框架梁在恒荷载作用下经过调幅（调幅系数取0.85）后的弯矩,其中跨中弯矩是根据等效均布荷载作用下由平衡条件计算所得。杆件弯矩求出后，按力的平衡可求出剪力和轴力，恒荷载作用下的框架弯矩图如图4.2所示，剪力图和轴力图如图4.3所示。表4.1恒载作用下内力计算上柱下柱梁左梁右上柱下柱梁左梁右上柱下柱梁左梁右上柱下柱0.000.880.12　0.050.000.900.050.050.000.900.05　0.12　0.8828.00.0-74.574.50.00.0-305.6　305.60.00.0-74.574.50.0-28.00.040.75.812.00.0207.911.1-11.10.0-207.9-12.0-5.80.0-40.70.09.66.02.90.061.1-5.55.50.0-61.1-2.9-6.00.0-9.6-62– 武汉科技大学本科毕业设计续表4.1恒载作用下内力计算0.0-13.7-1.9-3.00.0-52.6-2.82.80.052.63.01.90.013.70.036.7-64.786.40.0216.4-302.8302.80.0-216.4-86.464.70.0-36.7　　　　0.470.470.07　0.030.470.470.03　0.030.470.470.03　0.070.470.4729.40.0-70.570.50.00.0-328.1328.10.00.0-70.570.50.0-29.419.219.22.77.0122.1122.16.4-6.4-122.1-122.1-7.0-2.7-19.2-19.220.49.63.51.4104.061.1-3.23.2-104.0-61.1-1.4-3.5-20.4-9.6-15.6-15.6-2.2-4.4-77.3-77.3-4.14.177.377.34.42.215.615.623.913.2-66.574.4148.8105.8-329.0329.0-148.8-105.8-74.466.5-23.9-13.2　　　　0.470.470.07　0.030.470.470.03　0.030.470.470.03　0.070.470.4729.40.0-70.570.50.00.0-328.1328.10.00.0-70.570.50.0-29.419.219.22.77.0122.1122.16.4-6.4-122.1-122.1-7.0-2.7-19.2-19.29.69.63.51.461.161.1-3.23.2-61.1-61.1-1.4-3.5-9.6-9.6-10.6-10.6-1.5-3.2-57.0-57.0-3.03.057.057.03.21.510.610.618.218.2-65.875.6126.2126.2-327.9327.9-126.2-126.2-75.665.8-18.2-18.2　　　　0.470.470.07　0.030.470.470.03　0.030.470.470.03　0.070.470.4729.40.0-70.570.50.00.0-328.1328.10.00.0-70.570.50.0-29.419.219.22.77.0122.1122.16.4-6.4-122.1-122.1-7.0-2.7-19.2-19.29.69.63.51.461.161.1-3.23.2-61.1-61.1-1.4-3.5-9.6-9.6-10.6-10.6-1.5-3.2-57.0-57.0-3.03.057.057.03.21.510.610.618.218.2-65.875.6126.2126.2-327.9327.9-126.2-126.2-75.665.8-18.2-18.2　　　　0.470.470.07　0.030.470.470.03　0.030.470.470.03　0.070.470.4729.40.0-70.570.50.00.0-328.1328.10.00.0-70.570.50.0-29.419.219.22.77.0122.1122.16.4-6.4-122.1-122.1-7.0-2.7-19.2-19.29.69.63.51.461.161.1-3.23.2-61.1-61.1-1.4-3.5-9.6-9.6-10.6-10.6-1.5-3.2-57.0-57.0-3.03.057.057.03.21.510.610.618.218.2-65.875.6126.2126.2-327.9327.9-126.2-126.2-75.665.8-18.2-18.2　　　　0.470.470.07　0.030.470.470.03　0.030.470.470.03　0.070.470.4729.40.0-70.570.50.00.0-328.1328.10.00.0-70.570.50.0-29.419.219.22.77.0122.1122.16.4-6.4-122.1-122.1-7.0-2.7-19.2-19.29.69.63.51.461.161.1-3.23.2-61.1-61.1-1.4-3.5-9.6-9.6-10.6-10.6-1.5-3.2-57.0-57.0-3.03.057.057.03.21.510.610.618.218.2-65.875.6126.2126.2-327.9327.9-126.2-126.2-75.665.8-18.2-18.2　　　　0.470.470.07　0.030.470.470.03　0.030.470.470.03　0.070.470.47-62– 武汉科技大学本科毕业设计续表4.1恒载作用下内力计算29.40.0-70.570.50.00.0-328.1328.10.00.0-70.570.50.0-29.419.219.22.77.0122.1122.16.4-6.4-122.1-122.1-7.0-2.7-19.2-19.29.612.03.51.461.176.8-3.23.2-61.1-76.8-1.4-3.5-9.6-12.0-11.7-11.7-1.7-3.7-64.5-64.5-3.43.464.564.53.71.711.711.717.119.5-66.075.1118.7134.4-328.3328.3-118.7-134.4-75.166.0-17.1-19.5　　　　0.590.330.08　0.040.600.340.03　0.030.600.340.04　0.080.590.3329.40.0-70.570.50.00.0-328.1328.10.00.0-70.570.50.0-29.424.013.63.49.0153.686.88.2-8.2-153.6-86.8-9.0-3.4-24.0-13.69.60.04.51.761.10.0-4.14.1-61.10.0-1.7-4.5-9.60.0-8.3-4.7-1.2-2.1-35.0-19.8-1.91.935.019.82.11.28.34.725.49.0-63.879.2179.767.1-325.9325.9-179.7-67.1-79.263.8-25.4-9.0　　　　　　　　6.843.4-43.4-6.8注：表格中方框里数据为节点弯矩。1恒荷载作用下框架梁的跨内最大弯矩和梁两端剪力以八层AB跨框架梁为例：设最大弯矩截面距A端Xm,则有由QA8B8×6.3-64.5-22.52×6.32/2+86.1=0(4.5)＝＞QA8B8=67.5KN(方向与图中标示相同，即顺时针方向)＝＞QB8A8=74.4KN(方向与图中标示相同，即顺逆针方向)从而又有22.52*X=67.5＝＞X=3.0m(4.6)所以Mmax=67.5×3-64.5-22.52×3.0²/2=36.7KN·m(梁下侧受拉)(4.7)4.2活荷载作用下的内力计算4.2.1固端弯矩计算1活荷载作用下框架梁两端的固端弯矩由于结构和荷载都对称，故可取半结构进行内力计算，如图4.4所示-62– 武汉科技大学本科毕业设计图4.2恒载作用弯矩图(KN·M)-62– 武汉科技大学本科毕业设计图4.3恒载作用内力图-62– 武汉科技大学本科毕业设计图4.4活载作用计算简图AB跨：一～八层MAB=-ql²/12=-6.54×6.3²/12=-21.6KN·m,MBA=ql²/12=6.54×6.3²/12=21.6KN·m具体计算过程、方法同恒载,利用≤结构力学≥知识,分别求出每层每根梁在不同荷载形式作用下梁两端的固端弯矩,然后进行叠加,总的固端弯矩标于表4.2中.-62– 武汉科技大学本科毕业设计4.2.2节点分配系数计算μA8B8==0.124μA8A7==0.876其余分配系数见表4.24.2.3弯矩分配、传递具体计算可在表中进行，计算过程和结果参见表4.2表4.2活载作用下内力计算上柱下柱梁左梁右上柱下柱梁左梁右上柱下柱梁左梁右上柱下柱0.000.880.12　0.050.000.900.050.050.000.900.05　0.12　0.885.10.0-21.621.60.00.0-95.4　95.40.00.0-21.621.60.0-5.10.014.52.03.80.066.43.5-3.50.0-66.4-3.8-2.00.0-14.50.03.91.91.00.017.5-1.81.80.0-17.5-1.0-1.90.0-3.90.0-5.1-0.7-0.90.0-15.1-0.80.80.015.10.90.70.05.10.013.3-18.425.60.068.8-94.494.40.0-68.8-25.618.40.0-13.3　　　　0.470.470.07　0.030.470.470.03　0.030.470.470.03　0.070.470.475.10.0-21.621.60.00.0-95.4　95.40.00.0-21.621.60.0-5.17.77.71.12.035.035.01.8-1.8-35.0-35.0-2.0-1.1-7.7-7.77.23.91.00.533.217.5-0.90.9-33.2-17.5-0.5-1.0-7.2-3.9-5.6-5.6-0.8-1.4-23.9-23.9-1.31.323.923.91.40.85.65.69.35.9-20.322.844.328.6-95.795.7-44.3-28.6-22.820.3-9.3-5.9　　　　0.470.470.07　0.030.470.470.03　0.030.470.470.03　0.070.470.475.10.0-21.621.60.00.0-95.4　95.40.00.0-21.621.60.0-5.17.77.71.12.035.035.01.8-1.8-35.0-35.0-2.0-1.1-7.7-7.73.93.91.00.517.517.5-0.90.9-17.5-17.5-0.5-1.0-3.9-3.9-4.1-4.1-0.6-0.9-16.4-16.4-0.90.916.416.40.90.64.14.17.57.5-20.123.236.136.1-95.395.3-36.1-36.1-23.220.1-7.5-7.5　　　　0.470.470.07　0.030.470.470.03　0.030.470.470.03　0.070.470.475.10.0-21.621.60.00.0-95.4　95.40.00.0-21.621.60.0-5.17.77.71.12.035.035.01.8-1.8-35.0-35.0-2.0-1.1-7.7-7.73.93.91.00.517.517.5-0.90.9-17.5-17.5-0.5-1.0-3.9-3.9-4.1-4.1-0.6-0.9-16.4-16.4-0.90.916.416.40.90.64.14.17.57.5-20.123.236.136.1-95.395.3-36.1-36.1-23.220.1-7.5-7.5　　　　0.470.470.07　0.030.470.470.03　0.030.470.470.03　0.070.470.47-62– 武汉科技大学本科毕业设计续表4.2活载作用下内力计算5.10.0-21.621.60.00.0-95.4　95.40.00.0-21.621.60.0-5.17.77.71.12.035.035.01.8-1.8-35.0-35.0-2.0-1.1-7.7-7.73.93.91.00.517.517.5-0.90.9-17.5-17.5-0.5-1.0-3.9-3.9-4.1-4.1-0.6-0.9-16.4-16.4-0.90.916.416.40.90.64.14.17.57.5-20.123.236.136.1-95.395.3-36.1-36.1-23.220.1-7.5-7.5　　　　0.470.470.07　0.030.470.470.03　0.030.470.470.03　0.070.470.475.10.0-21.621.60.00.0-95.4　95.40.00.0-21.621.60.0-5.17.77.71.12.035.035.01.8-1.8-35.0-35.0-2.0-1.1-7.7-7.73.93.91.00.517.517.5-0.90.9-17.5-17.5-0.5-1.0-3.9-3.9-4.1-4.1-0.6-0.9-16.4-16.4-0.90.916.416.40.90.64.14.17.57.5-20.123.236.136.1-95.395.3-36.1-36.1-23.220.1-7.5-7.5　　　　0.470.470.07　0.030.470.470.03　0.030.470.470.03　0.070.470.475.10.0-21.621.60.00.0-95.4　95.40.00.0-21.621.60.0-5.17.77.71.12.035.035.01.8-1.8-35.0-35.0-2.0-1.1-7.7-7.73.94.81.00.517.522.0-0.90.9-17.5-22.0-0.5-1.0-3.9-4.8-4.5-0.6-1.1-18.5-18.5-1.01.018.518.51.10.64.54.511.68.0-20.223.133.938.4-95.595.5-33.9-38.4-23.120.2-7.0-8.0　　　　0.590.330.08　0.040.600.340.03　0.030.600.340.04　0.080.590.335.10.0-21.621.60.00.0-95.4　95.40.00.0-21.621.60.0-5.19.75.51.42.644.024.92.4-2.4-44.0-24.9-2.6-1.4-9.7-5.53.90.01.30.717.50.0-1.21.2-17.50.0-0.7-1.3-3.90.0-3.0-1.7-0.4-0.6-10.1-5.7-0.50.510.15.70.60.43.01.710.53.8-19.424.351.319.1-94.894.8-51.3-19.1-24.319.4-10.5-3.8　　　　　　　　2.712.4-12.4-2.7注:表中方框里的数据为节点弯矩4.2.4画内力图根据计算结果先画出各杆件弯矩图，如图所示，括号里弯矩值为框架梁在活荷载作用下经过调幅（调幅系数取0.85）后的弯矩,其中跨中弯矩是根据等效均布荷载作用下由平衡条件计算所得。杆件弯矩求出后，按力的平衡可求出剪力和轴力，活荷载作用下的框架弯矩图如图4.5、剪力图和轴力图如图4.6所示。-62– 武汉科技大学本科毕业设计图4.5活载作用弯矩图(KN·M)-62– 武汉科技大学本科毕业设计图4.6活载作用内力图4.3风荷载作用下的内力计算风荷载内力计算可采用D值法，其过程和结果见表4.3,风荷载作用下弯矩图见图4.7，剪力图4.8，轴力图见图4.9。-62– 武汉科技大学本科毕业设计表4.3风荷载内力计算-62– 武汉科技大学本科毕业设计图4.7风载作用弯矩图(KN·M)-62– 武汉科技大学本科毕业设计图4.8风载作用剪力图(KN)-62– 武汉科技大学本科毕业设计图4.9风载作用轴力图(KN)4.4水平地震作用下的内力计算水平地震作用内力计算可采用D值法，其过程和结果见表4.4,水平地震作用下弯矩图见图4.10，剪力图见图4.11，轴力图见图4.12。4.5重力荷载代表值作用下的内力计算前述，重力荷载代表值为恒载和活载组合值，属于竖向荷载作用，计算内力同样采用弯矩二次分配法，由于恒载和活载标准值作用下内力也已经求出，故在此不再重复计算，具体数据见内力组合表。-62– 武汉科技大学本科毕业设计表4.4水平地震作用内力计算-62– 武汉科技大学本科毕业设计图4.10水平地震作用弯矩图(KN·M)-62– 武汉科技大学本科毕业设计图4.11水平地震作用剪力图(KN)-62– 武汉科技大学本科毕业设计图4.12水平地震作用轴力图(KN)5内力组合多种荷载作用在结构上必须考虑荷载组合,依据不同荷载内力计算结果,取控制截面进行内力组合,梁控制截面选取左、右支座和跨中截面,柱取上、下截面.一般列表进行(组合过程详见表5.1和表5.2)-62– 武汉科技大学本科毕业设计按<高层建筑混凝土结构技术规程>(JGJ-2002)规定，需有无地震及有震两种组合，次工程考虑如下：无震组合：①S=1.35恒+0.7×1.4活;(以恒载为主)②S=1.2恒+1.4(活+0.6×风);(以活载为主)③S=1.2恒+1.4(0.7×活+风);(以活载为主)表5.1梁内力组合表层梁跨截面内力①②③④⑤1.35①+1.4*0.7②1.2①+1.4（②+0.6*③）1.2①+1.4（0.7*②+③）1.2④+1.3⑤　SGKSQKSWKSGESEHK八AB左M-55-15.6∓5.1-63∓29-89.3-91.8-88.12-112.2V67.519.5±1.477.3±8.02110.2109.5102.07103.13中M47.915.1-　55.5-　79.4678.6272.27866.54右M73.221.6±3.884±22120121.3114.33129.37V-74-21.7∓1.4-85∓8-122-121-112.5-112.7BC梁端M-253-78.9∓14-292∓81-419-426-400.5-455.9V19960.1±3.73229±21.5327.4326302.8302.73中M95.77501330202.7219.8188.34159.84七AB左M-57-17.3∓10-65∓34-93.2-101-99.26-121.9V65.920.2±3.0776±10.1108.8109.9103.17104.33中M45.316.3-　53.5-　77.1377.1870.33464.14右M-63-19.4∓9-73∓30-104-111-107.4-126.5V-68-21∓3.1-79∓10-113-114-107-107.8BC梁端M-277-80.7∓33-317∓110-453-473-457.5-524.1V21560.1±8.76245±29.4349349.4329.04332.15中M96.373.201330201.7218187.3159.48六AB左M-56-17.1∓17-64∓44-92.2-105-107.3-134.2V65.620.1±5.1575.7±13.3108.3111.2105.63108.08中M45.716.3-　53.9-　77.6777.6670.81464.62右M-64-19.7∓16-74∓40-106-118-118.3-141V-69-21.1∓5.2-79∓13-113-116-110.3-112.4BC梁端M-276-80.3∓58-316∓147-451-492-490.5-570.8V21560.1±15.3245±39.3349354.9338.24344.97中M96.173.201330201.5217.8187.06159.24五AB左M-56-17.1∓23-64∓48-92.2-110-115.4-139.5V65.620.1±6.9975.7±15.3108.3112.7108.2110.71中M45.716.3-53.9-　77.6777.6670.81464.62右M-64-19.7∓21-74∓49-106-123-126.4-152.2V-69-21.1∓7-79∓15-113-118-112.9-115BC梁端M-276-80.3∓79-316∓179-451-510-520.5-612.3V21560.1±21.1245±47.8349359.7346.25356.02中M96.173.2-　133-201.5217.8187.06159.24-62– 武汉科技大学本科毕业设计续表5.1梁内力组合表层梁跨截面内力①②③④⑤1.35①+1.4*0.7②1.2①+1.4（②+0.6*③）1.2①+1.4（0.7*②+③）1.2④+1.3⑤　SGKSQKSWKSGESEHK四AB左M-56-17.1∓27-64∓57-92.2-114-121.7-151.4V65.620.1±8.5575.7±18.1108.3114110.39114.3中M45.716.3　-53.9-　77.6777.6670.81464.62右M-64-19.7∓27-74∓57-106-127-133.9-163V-69-21.1∓8.6-79∓18-113-119-115.1-118.6BC梁端M-276-80.3∓99-316∓209-451-527-548.1-651.7V21560.1±26.3245±55.8349364.1353.58366.48中M96.173.201330201.5217.8187.06159.24三AB左M-56-17.1∓32-64∓61-92.2-118-129.1-156.4V65.620.1±10.275.7±19.3108.3115.5112.75115.83中M45.716.3-　53.9-　77.6777.6670.81464.62右M-64-19.7∓32-74∓61-106-132-141.4-167.7V-69-21.1∓10-79∓19-113-121-117.5-120.2BC梁端M-276-80.3∓118-316∓223-451-543-575.6-668.9V21560.1±31.5245±59.4349368.5360.92371.11中M96.173.201330201.5217.8187.06159.24二AB左M-56-17.6∓33-65∓58-93-120-130.7-153.1V65.720.1±10.775.8±19108.4116113.53115.63中M45.816.3-　54-　77.877.7870.93464.74右M-64-19.6∓35-74∓62-105-133-144.1-168.9V-69-21.1∓11-79∓19-113-121-118-119.7BC梁端M-276-80.4∓127-317∓228-452-551-588-675.9V21560.1±33.8245±60.7349370.4364.11372.86中M96.173.201330201.5217.8187.06159.24一AB左M-54-16.4∓45-62∓72-89.2-125-143.6-168.3V64.719.8±14.174.6±23.7106.7117.2116.73120.27中M45.116.1-　53.2-　76.6676.6669.89863.78右M-67-20.7∓44-78∓77-111-147-162.5-193.3V-70-21.4∓14-80∓24-115-125-124.2-127.1BC梁端M-274-79.6∓161-313∓283-447-575-632.3-744.4V21560.1±43.1245±75.6349378.2377.05392.16中M97.473.801340203.8220.2189.2161.16有震组合:S=1.2×重力荷载代表值+1.3×水平地震作用值得注意的是，一般情况下梁端部下截面正弯矩在跨中钢筋不弯起、不截断时，跨中配筋可满足抵抗端部正弯矩。对于水平荷载较大情况下，端部正弯矩可能于跨中正弯矩，此时尚需考虑梁端下截面正弯矩组合，其组合表达式为：S=1.3MEK-1.0MGE。-62– 武汉科技大学本科毕业设计表5.2柱内力组合表层柱位截面内力①②③④⑤1.35*①+1.4*0.7*②1.2*①+1.4*（②+0.6*③）1.2*①+1.4*（0.7*②+③）1.2*④+1.3*⑤SGKSQKSWKSGESEHK∣MMAX∣NMAXNMIN∣MMAX∣NMAXNMIN∣MMAX∣NMAXNMIN∣MMAX∣NMAXNMIN八A上M36.513.3±5.143.2±28.662.362.349.366.766.739.663.963.936.788.988.914.7N219.748.8±1.4244.1±8.0344.4344.4296.5333.1333.1262.4313.4313.4261.6303.3303.3282.5V-20.2-7.5∓1.4-24.0∓9.2-34.6-34.6-27.3-35.9-35.9-23.1-33.5-33.5-22.3-40.8-40.8-16.7下M-24.0-9.3∓0.9-28.6∓0.8-41.4-41.4-32.3-42.5-42.5-28.0-39.1-39.1-27.5-35.4-35.4-33.2N256.048.8±1.4280.4±8.0393.4393.4345.5376.7376.7306.0357.0357.0305.2346.9346.9326.0V-20.2-7.5∓1.4-24.0∓9.2-34.6-34.6-27.3-35.9-35.9-23.1-33.5-33.5-22.3-40.8-40.8-16.7B上M211.467.2±17.8245.0±102.7351.2351.2285.4362.7362.7238.7344.4344.4228.8427.5427.5160.5N459.1129.5±2.3523.8±13.5746.6746.6619.7734.1734.1548.9681.0681.0547.6646.1646.1611.0V-119.5-37.0∓6.7-138.0∓40.8-197.6-197.6-161.3-200.8-200.8-137.8-189.0-189.0-134.1-218.6-218.6-112.6下M-147.2-43.9∓2.2-169.2∓19.6-241.7-241.7-198.7-239.9-239.9-174.8-222.7-222.7-173.6-228.4-228.4-177.6N515.3129.5±2.3580.0±13.5822.5822.5695.7801.6801.6616.4748.5748.5615.1713.6713.6678.5V-119.5-37.0∓6.7-138.0∓40.8-197.6-197.6-161.3-200.8-200.8-137.8-189.0-189.0-134.1-218.6-218.6-112.6七A上M13.25.9±11.316.2±34.523.623.617.833.633.66.437.437.40.164.264.2-25.4N489.498.4±4.5538.6±18.1757.1757.1660.7728.8728.8583.5690.0690.0581.0669.9669.9622.8V-10.5-4.5∓4.0-12.8∓13.2-18.6-18.6-14.2-22.3-22.3-9.2-22.7-22.7-6.9-32.5-32.51.9下M-18.2-7.5∓0.9-22.0∓5.2-31.9-31.9-24.6-33.1-33.1-21.1-30.4-30.4-20.7-33.0-33.0-19.6N525.498.4±4.5574.6±18.1805.7805.7709.3772.0772.0626.7733.2733.2624.2713.1713.1666.0V-10.5-4.5∓4.0-12.8∓13.2-18.6-18.6-14.2-22.3-22.3-9.2-22.7-22.7-6.9-32.5-32.51.9B上M104.328.2±39.6118.4±120.7168.4168.4140.8197.9197.991.9208.2208.269.7298.9298.9-14.8N960.2258.2±9.41089.3±32.81549.41549.41296.31521.71521.71144.41418.51418.51139.11349.81349.81264.6V-76.3-21.3∓17.8-87.0∓58.3-123.9-123.9-103.0-136.4-136.4-76.6-137.4-137.4-66.6-180.1-180.1-28.6下M-124.7-35.6∓13.9-142.5∓54.2-203.2-203.2-168.3-211.2-211.2-137.9-204.0-204.0-130.2-241.5-241.5-100.5N1016.5258.2±9.41145.6±32.81625.31625.31372.21589.21589.21211.91486.01486.01206.61417.31417.31332.1V-76.3-21.3∓17.8-87.0∓58.3-123.9-123.9-103.0-136.4-136.4-76.6-137.4-137.4-66.6-180.1-180.1-28.6-62– 武汉科技大学本科毕业设计续表5.2柱内力组合表层柱位截面内力①②③④⑤1.35*①+1.4*0.7*②1.2*①+1.4*（②+0.6*③）1.2*①+1.4*（0.7*②+③）1.2*④+1.3*⑤SGKSQKSWKSGESEHK∣MMAX∣NMAXNMIN∣MMAX∣NMAXNMIN∣MMAX∣NMAXNMIN∣MMAX∣NMAXNMIN六A上M18.27.5±15.922.0±38.631.931.924.645.745.78.551.551.5-0.576.576.5-23.9N758.9147.8±9.6832.8±31.41169.31169.31024.51125.61125.6902.61069.01069.0897.21040.21040.2958.5V-12.1-5.0∓0.5-14.6∓15.7-21.2-21.2-16.3-21.9-21.9-14.1-20.1-20.1-13.8-37.9-37.92.9下M-18.2-7.5∓3.5-22.0∓8.5-31.9-31.9-24.6-35.3-35.3-18.9-34.1-34.1-16.9-37.4-37.4-15.3N794.9147.8±9.6868.8±31.41217.91217.91073.11168.81168.8945.81112.21112.2940.41083.41083.41001.7V-12.1-5.0∓0.5-14.6∓15.7-21.2-21.2-16.3-21.9-21.9-14.1-20.1-20.1-13.8-37.9-37.92.9B上M124.735.6±57.2142.5±133.1203.2203.2168.3247.6247.6101.6264.7264.769.5344.0344.0-2.0N1461.7387.1±19.71655.3±58.72352.62352.61973.32312.52312.51737.52161.02161.01726.52062.72062.71909.9V-83.1-23.7∓28.6-95.0∓69.3-135.4-135.4-112.2-156.9-156.9-75.7-163.0-163.0-59.7-204.0-204.0-23.9下M-124.7-35.6∓26.6-142.5∓74.8-203.2-203.2-168.3-221.8-221.8-127.3-221.8-221.8-112.4-268.3-268.3-73.7N1518.0387.1±19.71711.5±58.72428.62428.62049.22380.02380.01805.02228.52228.51794.02130.22130.21977.4V-83.1-23.7∓28.6-95.0∓69.3-135.4-135.4-112.2-156.9-156.9-75.7-163.0-163.0-59.7-204.0-204.0-23.9五A上M18.27.5±19.122.0±39.431.931.924.648.448.45.855.955.9-4.977.577.5-24.8N1028.3197.2±16.61127.0±46.81581.51581.51388.31524.11524.11220.11450.51450.51210.81413.11413.11291.6V-12.1-5.0∓8.7-14.6∓19.6-21.2-21.2-16.3-28.8-28.8-7.2-31.6-31.6-2.3-43.0-43.07.9下M-18.2-7.5∓7.1-22.0∓19.4-31.9-31.9-24.6-38.3-38.3-15.9-39.1-39.1-12.0-51.5-51.5-1.1N1064.3197.2±16.61163.0±46.81630.11630.11436.91567.31567.31263.31493.71493.71254.01456.31456.31334.8V-12.1-5.0∓8.7-14.6∓19.6-21.2-21.2-16.3-28.8-28.8-7.2-31.6-31.6-2.3-43.0-43.07.9B上M124.735.6±73.8142.5±153.0203.2203.2168.3261.5261.587.6287.8287.846.3369.8369.8-27.8N1963.2515.9±33.82221.2±91.73155.93155.92650.33106.53106.52327.52908.72908.72308.62784.62784.62546.2V-83.1-23.7∓38.4-95.0∓86.4-135.4-135.4-112.2-165.2-165.2-67.4-176.8-176.8-45.9-226.3-226.3-1.6下M-124.7-35.6∓41.5-142.5∓106.3-203.2-203.2-168.3-234.4-234.4-114.8-242.7-242.7-91.5-309.2-309.2-32.8N2019.4515.9±33.82277.4±91.23231.93231.92726.23174.03174.02395.02976.22976.22376.12851.42851.42614.4V-81.3-23.7∓33.8-93.2∓86.4-133.0-133.0-109.8-159.2-159.2-69.1-168.2-168.2-50.2-224.1-224.10.6-62– 武汉科技大学本科毕业设计续表5.2柱内力组合表层柱位截面内力①②③④⑤1.35*①+1.4*0.7*②1.2*①+1.4*（②+0.6*③）1.2*①+1.4*（0.7*②+③）1.2*④+1.3*⑤SGKSQKSWKSGESEHK∣MMAX∣NMAXNMIN∣MMAX∣NMAXNMIN∣MMAX∣NMAXNMIN∣MMAX∣NMAXNMIN四A上M18.27.5±20.022.0±37.631.931.924.649.149.15.157.257.2-6.175.275.2-22.5N1297.8246.7±25.21421.1±64.91993.71993.71752.01923.81923.81536.21834.31834.31522.11789.71789.71621.0V-12.1-5.0∓10.7-14.6∓22.0-21.2-21.2-16.3-30.5-30.5-5.5-34.5-34.50.5-46.1-46.111.1下M-18.2-7.5∓12.2-22.0∓28.4-31.9-31.9-24.6-42.6-42.6-11.6-46.3-46.3-4.7-63.2-63.210.5N1333.8246.7±25.21457.1±64.92042.32042.31800.61967.01967.01579.41877.51877.51565.31832.91832.91664.2V-12.1-5.0∓10.7-14.6∓22.0-21.2-21.2-16.3-30.5-30.5-5.5-34.5-34.50.5-46.1-46.111.1B上M124.735.6±83.9142.5±160.1203.2203.2168.3270.0270.079.1302.0302.032.2379.1379.1-37.1N2464.7644.8±51.52787.1±128.93959.23959.23327.33903.63903.62914.33661.63661.62885.53512.03512.03177.0V-83.1-23.7∓47.4-95.0∓97.0-135.4-135.4-112.2-172.7-172.7-59.9-189.3-189.3-33.3-240.1-240.112.2下M-124.7-35.6∓58.3-142.5∓131.0-203.2-203.2-168.3-248.5-248.5-100.7-266.2-266.2-68.0-341.2-341.2-0.8N2520.9644.8±35.42843.3±128.94035.14035.13403.23957.63957.62995.43706.63706.62975.53579.53579.53244.5V-83.1-23.7∓47.4-95.0∓97.0-135.4-135.4-112.2-172.7-172.7-59.9-189.3-189.3-33.3-240.1-240.112.2三A上M18.27.5±20.122.0±32.431.931.924.649.249.24.957.357.3-6.368.568.5-15.8N1567.3296.1±35.41715.3±84.12406.02406.02115.82325.02325.01851.02220.42220.41831.22167.72167.71949.0V-11.8-4.8∓12.7-14.2∓23.0-20.6-20.6-15.9-31.5-31.5-3.5-36.6-36.63.6-46.9-46.912.9下M-17.1-7.0∓17.8-20.6∓36.6-29.9-29.9-23.1-45.3-45.3-5.5-52.4-52.44.5-72.3-72.322.8N1603.3296.1±35.41751.3±84.12454.62454.62164.42368.22368.21894.22263.62263.61874.42210.92210.91992.2V-11.8-4.8∓12.7-14.2∓23.0-20.6-20.6-15.9-31.5-31.5-3.5-36.6-36.63.6-46.9-46.912.9B上M124.735.6±92.1142.5±152.3203.2203.2168.3276.9276.972.3313.5313.520.7368.9368.9-26.9N2966.2773.7±72.83353.0±169.04762.54762.54004.34703.64703.63498.24419.54419.53457.54243.24243.23803.9V-80.6-23.0∓55.8-92.1∓101.5-131.4-131.4-108.8-175.8-175.8-49.8-197.4-197.4-18.6-242.5-242.521.4下M-117.2-33.5∓75.4-134.0∓152.3-191.1-191.1-158.2-250.9-250.9-77.3-279.0-279.0-35.1-358.7-358.737.2N3022.4773.7±72.83409.2±169.04838.44838.44080.24771.14771.13565.74487.04487.03525.04310.74310.73871.4V-80.6-23.0∓55.8-92.1∓101.5-131.4-131.4-108.8-175.8-175.8-49.8-197.4-197.4-18.6-242.5-242.521.4-62– 武汉科技大学本科毕业设计续表5.2柱内力组合表层柱位截面内力①②③④⑤1.35*①+1.4*0.7*②1.2*①+1.4*（②+0.6*③）1.2*①+1.4*（0.7*②+③）1.2*④+1.3*⑤SGKSQKSWKSGESEHK∣MMAX∣NMAXNMIN∣MMAX∣NMAXNMIN∣MMAX∣NMAXNMIN∣MMAX∣NMAXNMIN二A上M19.57.0±15.123.0±21.333.233.226.345.945.910.751.551.52.255.255.20.0N1836.8345.5±46.12009.6±103.12818.32818.32479.72726.62726.62165.52607.32607.32139.62545.62545.62277.4V-15.0-5.9∓14.4-18.0∓25.3-26.0-26.0-20.3-38.4-38.4-5.9-44.0-44.02.2-54.4-54.411.4下M-25.4-10.6∓28.1-30.7∓54.1-44.7-44.7-34.3-68.9-68.9-6.9-80.2-80.28.9-107.1-107.133.5N1872.8345.5±46.12045.6±103.12866.92866.92528.32769.82769.82208.72650.52650.52182.82588.82588.82320.6V-15.0-5.9∓14.4-18.0∓25.3-26.0-26.0-20.3-38.4-38.4-5.9-44.0-44.02.2-54.4-54.411.4B上M132.938.0±85.9151.9±137.4216.7216.7179.4284.9284.987.3317.0317.039.2360.9360.93.7N3467.5902.5±95.93918.8±210.75565.65565.64681.25505.15505.14080.55179.85179.84026.84976.44976.44428.7V-103.4-29.6∓63.7-118.2∓111.7-168.6-168.6-139.6-219.0-219.0-70.6-242.2-242.2-35.0-287.0-287.03.4下M-177.3-50.7∓105.0-202.7∓197.7-289.0-289.0-239.4-372.0-372.0-124.5-409.5-409.5-65.7-500.2-500.213.8N3523.8902.5±95.93975.0±210.75641.65641.64757.15572.65572.64148.05247.35247.34094.35043.95043.94496.2V-103.4-29.6∓63.7-118.2∓111.7-168.6-168.6-139.6-219.0-219.0-70.6-242.2-242.2-35.0-287.0-287.03.4一A上M8.93.8±16.510.8±17.215.715.712.029.929.9-3.237.537.5-12.435.335.3-9.4N2105.4404.6±60.22307.7±126.83238.83238.82842.33143.53143.52475.93007.23007.22442.22934.12934.12604.4V-3.0-1.2∓22.3-3.6∓36.1-5.2-5.2-4.1-24.0-24.015.1-35.9-35.927.6-51.2-51.242.6下M-6.8-2.8∓101.4-8.2∓174.1-11.9-11.9-9.2-97.3-97.377.0-152.9-152.9133.8-236.1-236.1216.4N2153.1404.6±60.22355.4±126.83303.23303.22906.73200.73200.72533.23064.53064.52499.52991.32991.32661.7V-3.0-1.2∓22.3-3.6∓36.1-5.2-5.2-4.113.413.4-22.326.426.4-34.8-51.2-51.242.6B上M65.618.8±100.475.0±162.8107.0107.088.6189.3189.3-5.6237.6237.6-61.8301.6301.6-121.6N3969.91031.7±124.94485.8±262.66370.46370.45359.46313.16313.14659.05949.85949.84589.15724.25724.25041.6V-20.6-5.9∓65.3-23.6∓105.9-33.6-33.6-27.8-87.8-87.830.1-121.9-121.966.7-165.9-165.9109.4下M-43.412.5∓245.7-37.2∓398.5-46.3-46.3-58.6-241.0-241.0154.3-383.8-383.8291.9-562.7-562.7473.5N4044.41031.7±124.94560.3±262.66471.06471.05460.06402.56402.54748.46039.26039.24678.55813.65813.65131.0V-20.6-5.9∓65.3-23.6∓105.9-33.6-33.6-27.821.921.9-79.660.960.9-116.1-165.9-165.9109.4-62– 武汉科技大学本科毕业设计6梁柱截面设计本工程选用材料：混凝土C30，钢筋：纵筋HRB335级；箍筋HPB235级6.1框架梁截面设计以第8层AB跨框架梁(b×h=300×500㎜)为例来说明框架梁的截面设计。从表5.1中选取梁的最不利内力组合如下：A支座截面：M=-112.2KN·MV=103.1KN(有震组合)跨中截面:M=79.5KN·M(无震组合)B支座截面：M=-129.4KN·MV=112.7KN(有震组合)6.1.1梁正截面承载力计算A支座:(支座截面上部受拉,按矩形截面计算)①求ho:本工程属于一类环境,钢筋保护层最小厚度C=25,假定钢筋一排布置,则ho=h-as=500-35=465㎜(6.1)②求受压区高度X:(6.2)X<0.35ho=0.35×465=162.8㎜(6.3)则截面处于适筋状态,且满足塑性铰要求③纵向受拉钢筋:(6.4)④选择钢筋3Ф20(As实=941>633.5),故满足承载力要求.⑤验算配筋率:(6.5)而最小配筋率,则满足最小配筋率要求.跨中截面:梁板整浇,下部受拉按T形截面计算,其翼缘宽度按以下几种情况考虑:①按计算跨度考虑===2100㎜(6.6)②按梁肋净跨考虑=b+Sn=300+3600=3900㎜(6.7)③按/ho=0.1/0.465=0.22>0.1,不受限制(6.8)-62– 武汉科技大学本科毕业设计以上三种取小值,即取翼缘计算宽度=2100㎜1)判别T形截面类型=1.0×14.3×2100×100×(465-0.5×100)(6.9)=1246.3KN·M>79.5KN·M,属于第一类T形截面,按×h矩形截面计算2)求受压区高度X:㎜(6.10)3)纵向受拉钢筋:(6.11)4)选择钢筋3Ф18，（As=763>570.6）,满足承载力要求5)验算配筋率:(6.12)最小配筋率:,则满足最小配筋率要求B支座:(支座截面上部受拉,按矩形截面计算)①求ho:本工程属于一类环境,钢筋保护层最小厚度C=25mm,假定钢筋一排布置,则ho=h-as=500-35=465㎜(6.13)②求受压区高度X:㎜(6.14)X<0.35ho=0.35×465=162.8㎜(6.15)则截面处于适筋状态,且满足塑性铰要求③纵向受拉钢筋:(6.16)④选择钢筋3Ф20(As实=941>736.5),故满足承载力要求.⑤验算配筋率:(6.17)而最小配筋率-62– 武汉科技大学本科毕业设计,则满足最小配筋率要求.6.1.2梁斜截面受剪承载力计算①计算设计剪力V=1.1×(112.2+129.4)/5.65+0.5×(22.52+0.5×6.54)×5.65=119.9KN(6.18)②验算截面尺寸:Lo/h=6.3/0.5=12.6>2.5(6.19)=0.2×1.0×14.3×300×465/0.85=469.4KN>119.9KN(6.20)截面尺寸满足要求①验算是否需按计算配置箍筋:=0.7×1.0×1.43×300×465/0.85=164.3KN>119.9KN(6.21)则不需按计算配置箍筋,只须按构造要求配置箍筋即可②按构造要求配置箍筋:最小配筋率(6.22)选取的双肢箍=2×50.3/(300×150)=0.22%>,满足要求(6.23)其他梁的配筋计算可根据最不利组合内力,利用<混凝土结构计算图表>逐一查表计算,具体见表6.1和表6.2。6.2框架柱截面设计6.2.1选取最不利内力以底层B柱为例,上下控制截面共有24组内力,选择时先判别大小偏心类型,表6.1边跨梁截面配筋计算层截面位置|Mmax||Vmax|计算As钢筋选用实际As箍筋选用8A支座截面-112.2119.9633.53Ф20941梁端加密区箍筋取,非加密区-62– 武汉科技大学本科毕业设计梁端加密区箍筋取,非加密区AB跨中79.5573.93Ф18763B支座截面-129.4736.53Ф209417A支座截面-100.71147663Ф20941AB跨中77.2556.63Ф18763B支座截面-110.5846.13Ф20941A支座截面-107.38203Ф2211406116.8AB跨中77.7560.13Ф18763B支座截面-118.3910.13Ф2211405A支座截面-115.4119.9886.63Ф221140AB跨中77.7560.13Ф18763B支座截面-126.4978.33Ф2211404A支座截面-121.7122.6938.63Ф221140AB跨中77.7560.13Ф18763B支座截面-133.91041.63Ф2211403A支座截面-129.1125.210013Ф221140AB跨中77.7560.13Ф18763B支座截面-141.41105.63Ф2211402A支座截面-130.7126.41014.63Ф221140AB跨中77.8561.13Ф18763B支座截面-144.11128.73Ф2211401A支座截面-143.6132.41124.43Ф251473AB跨中76.7553.13Ф18763B支座截面-162.51289.73Ф251473表6.2中跨梁截面配筋计算层截面位置|Mmax||Vmax|计算As钢筋选用实际As箍筋选用8B支座截面-425.8267.32155.55Ф252454梁端加密区箍筋取,非加密区-62– 武汉科技大学本科毕业设计梁端加密区箍筋取,非加密区BC跨中219.810313Ф221140C支座截面-425.82155.55Ф2524547B支座截面-473270.12419.75Ф252454BC跨中2181022.63Ф221140C支座截面-4732419.75Ф2524546B支座截面-492273.32528.45Ф25+2Ф223215BC跨中217.81021.53Ф221140C支座截面-4922528.45Ф25+2Ф223215B支座截面-520.52692.65Ф25+2Ф2232155276.0BC跨中217.81021.53Ф221140C支座截面-520.52692.65Ф25+2Ф2232154B支座截面-548.1278.92853.75Ф25+2Ф223215BC跨中217.81021.53Ф221140C支座截面-548.12853.75Ф25+2Ф2232153B支座截面-575.6279.73017.15Ф25+2Ф223215BC跨中217.81021.53Ф221140C支座截面-575.63017.15Ф25+2Ф2232152B支座截面-588285.83091.65Ф25+2Ф223215BC跨中217.81021.53Ф221140C支座截面-5883091.65Ф25+2Ф2232151B支座截面-632.33923362.67Ф253436BC跨中220.21032.83Ф221140C支座截面-632.33362.67Ф253436最后按同类型确定最不利内力,经判别选一组最不利内力如下:①M=-46.3KN·MN=6471KN(小偏压)6.2.2轴压比验算6471×/(14.3×750×750)=0.8<0.9,满足要求。(6.24)6.2.3B柱正截面承载力计算(采用对称配筋)柱的计算长度ln=1.0=1.0×5.3=5.3m(6.25)第①组内力:M=-46.3KN·MN=6471KN;此组内力是非地震组合情况,且无水平荷载效应,故不必进行调整,按此组内力计算步骤如下:①求偏心距增大系数(6.26)(6.27),/ho=32.2/710=0.045(6.28)Lo/h=5300/750=7.1<15,=1.0(6.29)(6.30)-62– 武汉科技大学本科毕业设计(6.31)②判别大小偏心受压(6.32)(6.33)∴为小偏心受压.③计算As及As"(6.34)(6.35)As=As"=(6.36)=-662<0,故可按构造要求配置纵筋.按构造要求，单侧配置4Ф25(As实=1964)钢筋可满足承载力要求.④验算配筋率单侧=0.4%＞0.2%(6.37)6.2.4B柱斜截面承载力计算从内力组合表中选取剪力最大的一组内力上截面:M=301.6KN·MN=5724.2KNV=-165.9KN下截面:M=-562.7KN·MN=5813.6KNV=-165.9KN考虑抗震调整系数()后,=256.4KN·M=478.3KN·M①算设计剪力V(6.38)-62– 武汉科技大学本科毕业设计(6.39)①算柱截面尺寸=0.2×14.3×750×710/0.85=1191.7N>V(6.40)则截面尺寸满足抗剪要求.②验算是否需按计算配置箍筋(6.41)故不需按计算配置箍筋，只需按构造配筋③确定箍筋用量先确定柱端加密区箍筋,非加密区取不少于端部一半即可.轴压比n=0.8,体积配箍率(6.42)假定采用10四肢箍,则(6.43)则,取s=80(6.44)由此,非加密区可取10@150(四肢箍)即可满足要求.其它柱的配筋计算可利用<混凝土结构计算图表>逐一查表计算，见表6.3。7楼板设计7.1楼面板设计选标准层AB跨④～⑥轴线区域计算,现浇板为连续双向板(3.9m×6.3m),按弹性法查表计算.计算取板厚h=100㎜,恒载设计值g=1.2×3.55=4.3KN/㎡(7.1)活载设计值p=1.4×2.0=2.8KN/㎡(7.2)(1)当q=g+p/2=4.3+0.5×2.8=5.7KN/㎡时,按四边固定计算支座及跨中弯矩跨中弯矩:(7.3)(7.4)-62– 武汉科技大学本科毕业设计表6.3柱截面配筋计算柱层内力组别MN轴压比nl0e0eaeih0ζ1l0/hζ2ηη*eixeξAs=As′配筋As实箍筋(KN.M)(KN)(m)(mm)(mm)(mm)(mm)(mm)mm2A7～8①-32805.70.23.7539.62059.656016.311.2675.293.9335.21.46-50634Ф16804加密区4φ10@100,非加密区4φ10@1802～6①-4528670.63.7515.62035.65600.96.311.3949.6334309.60.63-17674Ф181017②-10725890.53.7541.42061.456016.311.2576.9302336.90.53-11231①-1233030.65.33.612023.65600.88.812.0347.9385307.90.73-14624Ф201256②-23629910.65.378.92098.95600.98.811.27126349385.80.62-0.13③-1224420.55.35.092025.156018.812.2456.3285316.30.44-982B7～8①-242822.50.13.75294253197101511.0433276.7666.6--20.84Ф201256加密区4φ10@80,非加密区4φ10@1502～6①-19148380.63.7539.52564.57100.8511.16754514100.67-20844Ф221520②16840040.53.754225677101511.1979.8373414.80.5-18191①-4664710.85.37.162532.27100.67.111.4947.9603382.90.82-6754Ф251964-62– 武汉科技大学本科毕业设计支座弯矩:(7.5)(7.6)(2)当q=p/2=0.5×2.8=1.4KN/㎡时,按四边简支计算跨中弯矩.(7.7)(7.8)两种情况叠加后得:=5.0KN·m=2.3KN·m=-6.7KN·m=-4.9KN·m据此计算每米宽板带范围内钢筋用量如下：(7.9)(7.10)(7.11)(7.12)8基础设计基础材料:混凝土C30,钢筋:纵筋HRB335级.基础形式:柱下独立基础.8.1A柱基础设计(1)最不利内力确定由A柱的内力组合表中,选择三组最不利内力对基础进行设计M1=97.3KN·mM2=152.9KN·mM3=236.1KN·mN1=3200.7KNN2=3064.5KNN3=2991.3KNV1=13.4KNV2=26.4KNV3=-51.2KN(2)确定地基承载力特征值设计值按地质勘察资料提供的数据计算,一般情况下也可以利用下述公式求:(8.1)(3)确定基础底面尺寸A柱下基础为偏心受压基础,计算时可先按轴心受压估算基础底面尺寸,然后按-62– 武汉科技大学本科毕业设计偏心受压公式复核.基础平均埋深d=1.7+0.5×0.3=1.85m(8.2)=3200.7/(330-20×1.85)=10.9㎡(8.3)初步选定基础底面尺寸A=a×b=4×3=12㎡基础截面抵抗矩(8.4)(4)附加荷载统计基础和覆盖土层共重:(8.5)基础梁传来外墙以及梁自重:墙0.25×(5.3-1.2)×(7.8-0.6)×8=57.8KN梁0.25×0.6×(7.8-0.6)×25=26.8KN=57.8+26.8=84.6KN对基础顶面产生的偏心弯矩:KN·m(8.6)(5)基底尺寸验算假定基础高度h=1200㎜第一种组合基础顶面总弯矩:=97.3-1.2(14.8-13.4×1.2)=98.8KN·m(8.7)基础顶面总轴力:=3200.7+1.2(444+84.6)=3835KN(8.8)=3835/12+98.8/8=332kpa<1.2=396kpa(8.9)=3835/12-98.8/8=307kpa>0(8.10)(+)/2=(332+307)/2=319.5kpa<=330kpa(8.11)第二种组合基础顶面总弯矩:=152.9-1.2(14.8-26.4×1.2)=173.2KN·m(8.12)基础顶面总轴力:=3064.5+1.2(444+84.6)=3698.8KN(8.13)=3698.6/12+173.2/8=329.9kpa<1.2=396kpa(8.14)=3698.6/12-173.2/8=286.6kpa>0(8.15)(+)/2=(329.9+286.6)/2=308.2kpa<=330kpa(8.16)第三种组合基础顶面总弯矩:=236.1-1.2(14.8+51.2×1.2)=144.6KN·m(8.17)基础顶面总轴力:=2991.3+1.2(444+84.6)=3625.6KN(8.18)-62– 武汉科技大学本科毕业设计=3625.6/17.5+144.6/8=320.2kpa<1.2=396kpa(8.19)=3625.6/17.5-144.6/8=284.1kpa>0(8.20)(+)/2=(320.2+284.1)/2=302.1kpa<=330kpa(8.21)从上面计算结果可知所选基底尺寸满足地基承载力要求,取压力最大的一组内力进行以下计算(6)基础高度验算①求基底净反力(8.22)(8.23)②求抗冲切承载力[][]=0.7=0.7×1.0×1.43×(1160+600)×1160=2043.6KN(8.24)其中=(+)/2(8.25)③求冲切荷载因为b>hc+2ho,则冲切锥体位于基础底板范围内所以Al=0.5×3×(4-3)+0.5×(3+2×1.16+0.6)[(3-0.6)/2-1.16]=1.62㎡(8.26)=A1=286.1×1.62=463KN<[]=2043.6KN(8.27)抗冲切承载力满足要求,说明基础高度选择合适(7)基底配筋计算柱下单独基础可看成是倒过来承受地基净反力作用的双向悬挑板,两个方向底板配筋必须按计算确定,一般取柱边截面进行,可直接利用公式计算柱边弯矩.Ⅰ-Ⅰ截面(垂直于底板长边的截面)MⅠ=(2b+)/24=286.1×(2×3+0.6)/24=909.5KN·m(8.28)As1=MⅠ/(0.9fch01)=909.5/(0.9×300×1160)=2904(8.29)选取30Φ12(Φ12@100,As=3393)Ⅱ-Ⅱ截面(平行于底板长边的截面)MⅡ=(2a+)/24(8.30)-62– 武汉科技大学本科毕业设计=0.5×(286.1+261.4)(2×4+0.6)/24=565KN·mAs1=MⅡ/(0.9fch02)=565/(0.9×300×1150)=1820(8.31)选取25Φ10(Φ10@150,As=1962.5)8.2B柱基础设计(1)最不利内力确定由B柱的内力组合表中,选择三组最不利内力对基础进行设计M1=46.3KN·mM2=562.7KN·mM3=473.5KN·mN1=6471KNN2=5813.6KNN3=5131KNV1=-33.6KNV2=-165.9KNV3=109.4KN(2)确定地基承载力特征值设计值按地质勘察资料提供的数据计算,一般情况下也可以利用下述公式求:(8.32)(3)确定基础底面尺寸基础平均埋深d=1.7+0.5×0.3=1.85m(8.33)=6471/(330-20×1.85)=22.1㎡(8.34)初步选定基础底面尺寸A=a×b=5×5=25㎡基础截面抵抗矩(8.35)(4)附加荷载统计基础和覆盖土层共重:(8.36)基础梁传来外墙以及梁自重:墙0.2×(5.3-1.2)×(7.8-0.75)×8+0.2×(5.3-1.2)×(7.5-0.75)×8/2=68.4KN梁0.25×0.6×(7.8-0.6)×25+0.25×0.6×(7.5-0.6)×25/2=39.9KN=68.4+39.9=108.3KN对基础顶面产生的偏心弯矩:M=0(5)基底尺寸验算假定基础高度h=1200㎜第一种组合基础顶面总弯矩:=46.3-1.2(0-33.59×1.2)=-2.1KN·m(8.37)基础顶面总轴力:=6471+1.2(108.3+925)=7711KN(8.38)-62– 武汉科技大学本科毕业设计=7711/25+2.1/20.8=308.5kpa<1.2=396kpa(8.39)=7711/25-2.1/20.8=308.3kpa>0(8.40)(+)/2=(308.5+308.3)/2=308.4kpa<=330kpa(8.41)第二种组合基础顶面总弯矩:=562.7-1.2(0+165.9×1.2)=323.8KN·m(8.42)基础顶面总轴力:=5813.6+1.2(108.3+925)=7053.6KN(8.43)=7053.6/25+323.8/20.8=297.7kpa<1.2=396kpa(8.44)=7053.6/25-323.8/20.8=266.6kpa>0(8.45)(+)/2=(2997.7+266.6)/2=282.1kpa<=330kpa(8.46)第三种组合基础顶面总弯矩:=473.5-1.2(0-109.4×1.2)=631KN·m(8.47)基础顶面总轴力:=5131+1.2(108.3+925)=6371KN(8.48)=6371/25+631/20.8(8.49)=285.2kpa<1.2fa=396kpa=6371/25-631/20.8(8.50)=224.5kpa>0(+)/2=(285.2+224.5)/2=254.9kpahc+2ho,则冲切锥体位于基础底板范围内所以Al=0.5×(5+2×1.16+0.75)×(5/2-0.75/2-1.16)=3.9㎡(8.56)=A1=263.1×3.9=1026.1<[]=2217.8KN,(8.57)抗冲切承载力满足要求,说明基础高度选择合适(7)基底配筋计算柱下单独基础可看成是倒过来承受地基净反力作用的双向悬挑板,两个方向底板配筋必须按计算确定,一般取柱边截面进行,可直接利用公式计算柱边弯矩.Ⅰ-Ⅰ截面MⅠ=(2b+)/24(8.58)=263.1×(2×5+0.75)/24=2128.6KN·mAs1=MⅠ/(0.9fch01)=2128.6/(0.9×300×1160)=6796(8.59)选取38Φ16(Φ16@100,As=7641.8)Ⅱ-Ⅱ截面(平行于底板长边的截面)MⅡ=(2a+)/24(8.60)=0.5×(263.1+262.9)(2×5+0.75)/24=2127.8KN·mAs1=MⅡ/(0.9fch02)=2127.8/(0.9×300×1150)=6853(8.61)选取38Φ16(Φ16@100,As=7461.8)9楼梯设计9.1设计参数从平面图中选取1＃楼梯进行计算,其标准层结构平面布置图如图9.1所示,楼梯间层高3.0m,踏步尺寸187.5㎜×280㎜,采用混凝土强度等级C30,钢筋HPB235级楼梯上均布荷载标准值q=2.5KN/㎡。9.2梯段板计算板倾斜度tgα=187.5/280=0.67(9.1)cosα=0.83-62– 武汉科技大学本科毕业设计⑴荷载计算斜板厚h=ln/25=2240/25=89.6mm,取h=100mm,取1米宽板带计算。楼梯板的荷载见表9.1。荷载分项系数γG=1.2,γQ=1.4.基本组合的荷载设计值为:q=6.84×1.2+2.5×1.4=11.71KN/m(9.2)图9.1楼梯结构布置平面图表9.1楼梯荷载计算荷载种类荷载标准值(KN/m)恒载水磨石面层(0.28+0.1875)×0.65/0.28=1.09三角形踏步0.28×0.1875×25/(2×0.28)=2.34斜板0.1×25/0.83=3.0板底抹灰0.02×17/0.83=0.41小计6.84活荷载2.5⑵配筋计算板水平计算跨度l0=2.24m,M=pln2/10=11.71×2.242/10=5.88KN·m(9.3)查设计计算图表，选φ10@150可满足要求，分布筋φ8，每级踏步下二根。9.3平台板设计平台板厚取为h=80mm,按1米宽板带计算。⑴荷载计算平台板的荷载计算见表9.2，荷载分项系数γG=1.2,γQ=1.4.基本组合的荷载设计值为:q=2.99×1.2+2.5×1.4=7.09KN/m(9.4)表9.2平台板荷载计算荷载种类荷载标准值(KN/m)恒载水磨石面层0.6580厚混凝土板0.85×25=2.0板底抹灰0.02×17=0.34小计2.99活荷载2.5-62– 武汉科技大学本科毕业设计⑵配筋计算平台板1的计算跨度l0=min{1.05×2.185，2.185+0.1/2}=2.235m(9.5)M=pln2/10=7.09×2.2352/10=3.54KN·m(9.6)H0=80-20=60mm(9.7)查设计计算图表，选φ8@150可满足要求。同理也可以算得平台板2的钢筋量，在此不再赘述，仅列结果如下：选φ8@150可满足要求。9.4平台梁设计取平台梁的截面尺寸为200mm×400mm⑴荷载计算平台梁的荷载计算见表9.3，荷载分项系数γG=1.2,γQ=1.4.基本组合的荷载设计值为:q=12.82×1.2+5.59×1.4=23.21KN/m(9.8)表9.3平台梁荷载计算荷载种类荷载标准值(KN/m)恒载梁自重(0.4-0.08)×0.2×25=1.6梁侧粉刷0.02×（0.4-0.08）×2×17=0.22平台板传来2.99×2.235/2=3.34梯段板传来6.84×2.24/2=7.66小计12.82活荷载2.5×（2.24/2+2.235/2）=5.59⑵截面设计l0=1.05ln=1.05（3-0.25）=2.89m(9.9)弯矩设计值M=ql02/8=23.21×2.892/8=24.2KN·m(9.10)剪力设计值V=qln/2=23.21×2.89/2=33.5KN(9.11)查设计计算图表，纵筋选3Φ12（As=339mm2），箍筋选φ8@200可满足要求。-62–'