钢筋混凝土现浇框架结构毕业设计计算书

'1、确定框架计算简图取框架结构中一榀框架计算。该框架结构为纵横双向结构，假定框架柱嵌固于基础顶面，框架梁与柱固结。各层柱的截面尺寸不变，两跨等于柱截面轴心之间的距离，底层柱高为基础顶面至二楼面，基础标高根据地质条件，基础埋深2m，基础高0.6m，室内外标差定位0.45米，二层楼面标高为3.9米，故底层柱高5.3米，其他各层柱高从楼面算至上一层楼面，均为3.6米，计算简图如下结构体系：采用钢筋混凝土现浇框架结构体系。屋面结构：采用现浇钢筋混凝土肋型屋盖，柔性屋面，屋面板厚100mm楼面结构:全部采用现浇钢筋混凝土肋型楼盖，板厚为100mm楼梯结构：采用钢筋混凝土板式楼梯柱网布置：柱距（开间）取3.9m。如平面布置图所示。承重布置：根据柱的布置，可以初步确定纵﹑横双向都要布置主要的承重框架，此时双向框架均承受楼面荷载和水平荷载。由于我们在布置板时采用横向承重，荷载向纵向柱传递，故在计算时还是采用纵向布置近似计算。梁系布置：在柱上布置主梁，即主梁的跨度为柱距3.9m，如结构图所示。计算简图 2、结构截面尺寸估算梁截面高度一般取梁跨度的1/12至1/8。由此估算的截面尺寸见下表.梁的截面尺寸和混凝土强度等级层次混凝土强度等级连系梁横梁(b*h)AB跨CD跨BC跨1-5C30250*500250*600250*350按轴压比初步估计柱的截面尺寸，计算公式如下：1.)柱组合的轴压力设计值N=注：—考虑地震作用组合后柱轴压力增大系数。F—按简支状态计算柱的负载面积。—折算在单位建筑面积上的重力荷载代表值，这里取12n—为验算截面以上的楼层层数。 2.)注：—框架柱轴压比限值，由《抗震规范》可知，本方案为三级抗震等级。取0.9—混凝土轴心抗压强度设计值。对C30，为14.33.）计算过程对与边柱：F＝3.9*3.3=12.87N==1.1*12.87*12*5=849.42KN=849.42*/(0.9*14.3)=66000取b*h=450mm*450mm对于内柱：F＝4.5*3.9=17.55N==1.2*17.55*12*5=1263.6KN=1263.6*/(0.9*14.3)=98181取450mm*450mm楼板取120mm，楼梯板及休息平台板为100mm,平台梁250*400。3、框架梁柱线刚度计算混凝土均为C30（E=29.5106kN/）考虑到现浇楼板的作用，取梁I=2I,梁柱线刚度计算如下：梁的线刚度：i=2EI/L=2*E*4.5*10/6600=13.636*10Ei=2EI/L=2*E*0.89*10/2400=7.417*10E1层柱线刚度：i=EI/H=E*3.417*10/5300=6.448*10E2~5层柱线刚度：i=EI/H=E*3.417*10/3600=9.492*10E相对线刚度计算：取BC跨梁的相对线刚度为1，即i=1；则i=1.84，i=1.74，i=2.56 结构计算简图4、恒荷载计算（1）屋面框架梁线荷载标准值：①20mm厚1:2水泥砂浆找平0.02*20=0.4100mm厚（2%找坡）膨胀珍珠岩0.1*7=0.7100mm厚现浇钢筋混凝土楼板0.1*25=2.515mm厚纸筋石灰抹底0.015*16=0.24屋面恒荷载：3.84②边跨（AB、CD跨）自重0.25*0.6*27=4.06KN/M梁侧粉刷2*（0.6-0.1）*0.01*17=0.19KN/M合计：4.25KN/M③中跨（BC跨）自重0.25*0.35*25=2.19KN/M梁侧粉刷2*（0.35-0.1）*0.01*17=0.09KN/M合计：2.28KN/M因此。作用在顶层框架梁上的线荷载为：g=g=4.25KN/M，g=2.28KN/Mg=g=3.84*3.9=14.98KN/M，g=3.84*2.4=9.22KN/M（2）楼面框架梁线荷载标准值： ①25mm厚水泥砂浆面层0.025*20=0.5100mm厚现浇钢筋混凝土楼板0.1*25=2.515mm厚纸筋石灰抹底0.015*16=0.24楼面恒荷载3.24②边跨框架梁及梁侧粉刷4.25KN/M边跨填充墙自重0.2*（3.6-0.6）*19=11.21KN/M墙面粉刷（3.6-0.6）*0.02*2*17=2.01KN/M合计：17.47KN/M③中跨框架梁及梁侧粉刷：2.28KN/M因此，作用在中间层框架梁上的线荷载为：g=g=17.47KN/M，g=2.28KN/Mg=g=3.24*3.9=12.64KN/M，g=3.24*2.4=7.78KN/M(3)屋面框架节点集中荷载标准值①边柱连系梁自重：0.25*0.5*3.9*25=12.19KN粉刷：0.02*（0.5-0.1）*2*3.9*17=1.06KN一米高女儿墙自重：1*3.9*0.2*19=14.82KN粉刷：1*0.02*2*3.9*17=2.65KN连系梁传来屋面自重0.5*3.9*0.5*3.9*3.84=14.6KN顶层边节点集中荷载：G=G=45.32KN②中柱连系梁自重：0.25*0.5*3.9*25=12.19KN粉刷0.02*(0.5-0.1)*2*3.9*17=1.06KN连系梁传来屋面自重：{0.5*[3.9+(3.9-2.4）]*1.2+0.5*3.9*1.95}*3.84=27.04KN顶层中节点集中荷载：G=G=40.29KN(4)楼面框架节点集中荷载标准值①边柱连系梁自重：12.19KN粉刷：1.06KN窗自重：3*1.8*0.45=2.43KN窗下墙体自重：0.2*1.3*3.45*19=17.04KN粉刷：2*0.02*1.3*3.45*17=3.05KN窗边墙体自重：0.45*（3.6-1.4）*0.2*19=3.76KN粉刷：2*0.45*（3.6-1.4）*0.02*17=0.67KN框架柱自重：0.45*0.45*3.6*25=18.23KN粉刷：1.2*0.02*3.6*17=1.47KN连系梁传来楼面自重0.5*3.9*(3.9*0.5)*3.24=12.32KN中间层边节点集中荷载：G=G=72.22KN②中柱连系梁自重：12.19KN粉刷：1.06KN 内纵墙自重：（3.9-0.45）*（3.6-0.5）*0.2*19=40.64KN粉刷：2*（3.9-0.45）*（3.6-0.5）*0.02*17=7.27KN扣除门洞重再加上门重：-2.1*1.8*（5.24-0.2）=-19.05KN框架柱自重：18.23KN粉刷：1.47KN连系梁传来楼面自重：{0.5*[3.9+(3.9-2.4）]*1.2+0.5*3.9*1.95}*3.24=22.82KN中间层中节点集中荷载：G=G=84.63KN(3)楼面活荷载荷载作用下的结构计算简图如图所示恒荷载作用下结构计算简图活荷载作用下结构计算简图5、活荷载计算楼面活荷载荷载作用下的结构计算简图如图所示，图中各荷载值计算如下：(1)屋面p=p=3.9*2=7.8KN/Mp=2.4*2=4.8KN/MP=P=0.5*3.9*（0.5*3.9)*2=7.61KNP=P={0.5*[3.9+(3.9-2.4）]*1.2+0.5*3.9*1.95}*2=14.09KN (2)楼面p=p=3.9*2=7.8KN/Mp=2.4*2.5=6KN/MP=P=0.5*3.9*（0.5*3.9)*2=7.61KNP=P=0.5*3.9*(2.4*0.5)*2.5+7.61=13.46KN恒荷载作用下结构计算简图6、风荷载计算风荷载标准值计算公式为：ω=βzμsμzω0(1)确定各系数的值：因结构高度H=19.7m<30m，高宽比H/B=19.7/15.6=1.26<1.5可取βz=1.0；结构平面为矩形可确定μs=1.3。风压高度变化系数μz可根据各楼层标高处高度Hi，地面粗糙度B类，查得标准高度μz值，再用线性差值法求得所求各层高度的μz值。(2)将分布风荷载转化为节点集中荷载：按静力等效原理将分布风荷载转化为节点集中荷载，计算结果列于下表，图示如下。层数Hi(m)μzβzμsω0A(m2)F(KN)619.751.2451.001.300.35518.751.2231.001.300.3510.926.08415.151.1431.001.300.3514.047.30311.551.0431.001.300.3514.046.6627.951.0001.001.300.3514.046.3914.351.0001.001.300.3515.507.05 等效节点集中风荷载（单位：kN）7、风荷载作用下的侧移验算(1)框架侧移刚度验算：框架侧移刚度按D值法计算，计算梁的线刚度i时，考虑到楼板对框架梁截面惯性矩的影响，中框架梁取I=2I,边框架梁取I=1.5I,。因此，中框架的线刚度和柱的线刚度可采用如下图示结果。所有梁柱的线刚度见下表。梁柱线刚度表（10E-4·m3）层次边框架梁中框架梁柱iAB(CD)iBCiAB(CD)iBCiC2～510.235.5613.647.429.49110.235.5613.647.426.45 柱的侧移刚度D按式D=计算，其中值与柱所在是顶层、一般层、底层有关，计算如下表。层次边柱中柱∑DiKαcDi1KαcDi22～51.0770.3503.0771.6630.4543.99128.27111.5860.5821.6022.4490.6631.82613.713边框架柱侧移刚度D（10E-4·m3）中框架柱侧移刚度D（10E-4·m3）层次边柱中柱∑DiKαcDi1KαcDi22～51.4370.4183.6742.2180.5264.622182.50112.1150.6351.7503.2650.7151.97081.845将上述不同层框架侧移刚度相加，既得框架各层间侧翼刚度∑Di，并考虑将单位10E-4·m3换算为标准单位N/mm，这里C30混凝土的弹性模量E=3.00*104N/mm2,可得10E-4·m3=3.00*103N/mm.换算结果见下表。层次12～5∑Di（（10E-4·m3）7.44016.591∑Di（（N/mm）2232149773(1)风荷载作用下的水平位移验算：水平荷载作用下框架的层间侧移可按下式计算: 式中--第j层的总剪力--第j层所有柱的抗侧移刚度之和--第j层的层间侧移层次12345Fi(kN)7.056.396.667.306.08Vi(kN)33.4826.4320.0413.386.08Di(10E-4·m3)7.44016.59116.59116.59116.591Di(N/mm)2232149773497734977349773Ui(mm)1.500.530.400.270.12∑ui(mm)1.502.032.432.702.82ui/hi0.000280.000150.000110.000070.00003第一层的层间侧移值求出以后,就可计算各楼板标高处的侧移值的顶点侧移值,各层楼板标高处的侧移值是该层以下各层层间侧移之和,顶点侧移是所有各层层间侧移之和，即j层侧移。风荷载作用下框架层间剪力及侧移计算由表可见，风荷载作用下框架的最大层间位移角为0.00028=1/3571，远小于1/550，满足规范要求。8、内力计算(1)恒载作用下的内力计算①　计算方法的选用：内力计算采用二次弯矩分配法。除底层外所有柱线刚度取框架柱实际线刚度的0.9倍。②　 等效均布荷载的计算：下图1、2中梁上分布荷载由矩形和梯形两部分组成，在求固端弯矩时刻直接根据图示荷载计算，也可根据固端弯矩相等的原则，先将梯形分布荷载及三角形分布荷载，转化为等效均布荷载。等效均布荷载的计算公式为：梯形:q=(1-2a2+a3)p;矩形：q=5/8p1+p2计算过程如下：顶层：g5边＇=g5AB1+(1-2a2+a3)g5AB2=4.25+[1-2*(1950/6600)2+(1950/6600)3]*14.98=14.87kN/Mg5中＇=5/8p1+p2=5/8*9.22+2.28=8.04kN/M中间层：g边＇=gAB1+(1-2a2+a3)gAB2=17.47+[1-2*(1950/6600)2+(1950/6600)3]*12.64=28.23kN/Mg中＇=5/8p1+p2=5/8*7.78+2.28=7.14kN/M底层：g边＇=28.23kN/Mg中＇=7.14kN/M①　用弯矩分配法计算梁、柱端弯矩：结构内力可采用弯矩分配法计算，并可利用结构对称性取二分之一结构计算。除底层外，柱的线刚度需要乘以修正系数0.9，并且除底层外其他各层柱的弯矩传递系数均取1/3。线刚度修正：底层柱：i=6.448*10E-4·m3其他层柱：i=0.9*9.492=8.543*10E-4·m3 现以中间层为例计算框架内力：中间层固端弯矩计算：MAB=g边＇l边＇2=*28.23*6.62=102.47kN·mMBE=g中＇l中＇2=*7.14*2.42=13.71kN·mMEB=g中＇l中＇2=*7.14*2.42=6.85kN·m由纵向框架梁在边柱上的偏心距e0引起的框架边节点附加偏心弯矩：Me0=GA*e0=72.22*(0.45-0.25)/2=7.22kN·m中间层A节点分配系数：μ上柱===0.278μ下柱==0.278μAB==0.444中间层B节点分配系数：μ上柱===0.248μ下柱==0.248μBA===0.396结点单元A合计B合计EA下柱A上柱AB端BA端B下柱B上柱BE端EB端分配系数顶层0.385---0.6151.0000.5270.330---0.1431.000---中间层0.2780.2780.4441.0000.3960.2480.2480.1081.000---底层0.2250.2980.4761.0000.4220.1990.2640.1151.000---固端弯矩顶层-------53.97853.978-------15.437-7.718中间层-------102.475102.475-------13.709-6.854 底层-------102.475102.475-------13.709-6.854μBE===0.108由此可得分配系数及恒载作用下固端弯矩计算结果如下表：弯矩分配法计算过程下图所示：上柱下柱右梁左梁上柱下柱右梁0.3850.6150.5270.3300.1434.532-53.97853.978-15.43719.04630.401-20.301-12.719-5.52113.244-10.15115.200-11.012-1.191-1.902-2.206-1.382-5.07531.098-35.63046.671-25.113-26.033上柱下柱右梁左梁上柱下柱右梁0.2780.2780.4440.3960.2480.2480.1087.222-102.475102.475-13.70926.48726.48742.279-35.156-22.025-22.025-9.5619.52313.244-17.57821.139-6.359-11.012-1.443-1.443-2.303-1.492-0.935-0.935-0.40634.56738.288-80.07786.966-29.319-33.972-23.676上柱下柱右梁左梁上柱下柱右梁0.2780.2780.4440.3960.2480.2480.1087.222-102.475102.475-13.70926.48726.48742.279-35.156-22.025-22.025-9.56113.24413.244-17.57821.139-11.012-11.012-2.477-2.477-3.9540.3510.2200.2200.09537.25337.253-81.72988.809-32.817-32.817-23.175上柱下柱右梁左梁上柱下柱右梁0.2780.2780.4440.3960.2480.2480.1087.222-102.475102.475-13.70926.48726.48742.279-35.156-22.025-22.025-9.56113.24414.213-17.57821.139-11.012-11.726-2.747-2.747-4.3850.6330.3970.3970.17236.98437.953-82.15989.092-32.640-33.354-23.098上柱下柱右梁左梁上柱下柱右梁 0.2980.2250.4760.4220.2640.1990.1157.222-102.475102.475-13.70928.42521.45545.372-37.433-23.451-17.701-10.18013.244-18.71722.686-11.0121.6331.2332.607-4.923-3.084-2.328-1.33943.30222.688-73.21282.805-37.548-20.029-25.228①　跨中弯矩计算：在求的结构单元的梁端弯矩厚，求梁的跨中弯矩，不能按等效分布荷载计算，须根据求的的支座弯矩和各跨的实际荷载分布，按平衡条件计算。框架梁在实际分布荷载作用下按简支梁计算的跨中弯矩M0如下图所示。在实际分布荷载作用下，框架梁的跨中弯矩M按下式计算：M=M0-梁在实际分布荷载作用下按简支梁计算的跨中弯矩：顶层边跨梁：M0=95.20，顶层中跨梁：M0=6.07中间层及底层边跨梁：M0=155.94，中间层及底层中跨梁：M0=5.38计算结果如下表所示。各单元跨中弯矩计算表位置按简支跨中弯矩左端弯矩右端弯矩跨中弯矩AB、CD跨5层95.2035.6346.6754.054层155.9480.0886.9772.423层155.9481.7388.8170.672层155.9482.1689.0970.311层155.9473.2182.8077.93BC跨5层6.0726.0326.03-19.96 4层5.3823.6823.68-18.303层5.3823.1723.17-17.792层5.3823.1023.10-17.721层5.3825.2325.23-19.85弯矩图⑦　柱轴力计算：柱轴力可通过对梁端剪力、纵向梁传来剪力和柱自重叠加得到。鉴定纵向框架梁按简支支撑，即纵向框架梁传给柱的集中力可由其受荷面积得到。柱轴力的计算过程见下表，恒载作用下的框架轴力图如下图所示 层数A柱B柱VAB纵梁竖向力F柱自重G每层竖向力P轴力NAVBAVBC纵梁竖向力F柱自重G每层竖向力P轴力NB547.2045.3219.7092.52顶部92.5250.518.2740.2919.7099.07顶部99.07底部112.22底部118.77485.4952.5219.70138.01顶部250.2388.597.4064.9319.70160.92顶部279.69底部269.93底部299.39385.4652.5219.70137.98顶部407.9188.617.4064.9319.70160.94顶部460.33底部427.61底部480.03285.5052.5219.70138.02顶部565.6388.587.4064.9319.70160.91顶部640.94底部585.33底部660.64184.9952.5229.05137.51顶部722.8489.097.4064.9329.05161.42顶部822.06底部751.89底部851.11柱轴力柱端剪力AB跨层次梁荷载gAB1板荷载gAB2MABMBAVABVBAVAB＇VBA＇54.2514.9835.6346.6747.2050.5144.5647.87417.4712.6480.0886.9785.4988.5980.1483.24317.4712.6481.7388.8185.4688.6180.1183.26217.4712.6482.1689.0985.5088.5880.1583.23117.4712.6473.2182.8084.9989.0979.6483.74 BC跨层次梁荷载gBC1板荷载gBC2MBCMCBVBCVCBVBC＇VCB＇52.289.2226.0326.038.278.276.726.7242.287.7823.6823.687.407.406.016.0132.287.7823.1723.177.407.406.016.0122.287.7823.1023.107.407.406.016.0112.287.7825.2325.237.407.406.016.01柱端弯矩层次梁端弯矩梁端柱边剪力梁端柱边弯矩MABMBAMBCVAB＇VBA＇VBC＇MAB＇MBA＇MBC＇5-43.3453.63-24.8544.56-47.876.72-33.3142.86-23.344-79.1589.62-22.9580.14-83.246.01-61.1170.89-21.603-80.8091.33-22.4980.11-83.266.01-62.7772.60-21.142-81.2390.55-22.7080.15-83.236.01-63.1971.83-21.351-72.2885.93-24.3879.64-83.746.01-54.3667.09-23.03柱轴力剪力图 ①　弯矩调幅：考虑梁端弯矩调幅，取调幅系数β=0.85.调幅后的梁端柱边弯矩及跨中弯矩如下图所示.梁端剪力、梁端控制截面的弯矩（柱边）1)梁端剪力计算：梁端弯矩求出后，从框架中截取梁为隔离体，用平衡条件可求得梁端剪力及梁端柱边剪力值。其中g=g=4.25KN/M，g=2.28KN/Mg=g=3.84*3.9=14.98KN/M，g=3.84*2.4=9.22KN/Mg=g=17.47KN/M，g=2.28KN/Mg=g=3.24*3.9=12.64KN/M，g=3.24*2.4=7.78KN/M 1)梁端柱边剪力计算：取柱轴心至柱边这一段为隔离体，由平衡条件可求得梁端柱边的剪力值VAB＇=VAB-0.225gAB1-0.225*0.5*gAB2其他跨同理计算过程见下表：2)梁端柱边弯矩计算：为内力组合做准备，需将梁端弯矩换算至梁端柱边弯矩，按下式计算：MAB＇=MAB+0.225VAB＇其他跨同理计算结果如下表所示调幅柱端弯矩层次梁端弯矩梁端柱边弯矩MABMBAMBCMAB＇MBA＇MBC＇5-35.8945.16-22.13-25.8634.39-20.624-66.0574.74-20.16-48.0256.02-18.813-67.5076.31-19.74-49.4857.58-18.382-67.9076.55-19.67-49.8657.82-18.321-59.7171.23-21.50-41.7952.39-20.14调幅跨中弯矩位置按简支跨中弯矩左端弯矩右端弯矩跨中弯矩AB、CD跨5层95.2035.8945.1654.684层155.9466.0574.7485.543层155.9467.5076.3184.032层155.9467.9076.5583.721层155.9459.7171.2390.47BC跨5层6.0722.1322.13-16.064层5.3820.1620.16-14.783层5.3819.7419.74-14.362层5.3819.6719.67-14.291层5.3821.5021.50-16.12 (2)活载作用下的内力计算：梁端、柱端弯矩采用弯矩二次分配法计算，由于结构和荷载均对称，故计算时可用半框架。弯矩计算过程如图，所得弯矩图如图。梁端剪力可根据梁上竖向荷载引起的剪力与梁端弯矩引起的剪力相叠加而得。柱轴力可由梁端剪力和节点集中力叠加得到。计算过程还应考虑柱自重计算过程如下顶层：p5边＇=(1-2a2+a3)p5AB2=[1-2*(1950/6600)2+(1950/6600)3]*7.8=6.64kN/Mp5中＇=5/8p1=5/8*4.8=3kN/M中间层：p边＇=(1-2a2+a3)pAB2=[1-2*(1950/6600)2+(1950/6600)3]*7.8=6.64kN/Mp中＇=5/8p1=5/8*6=3.75kN/M底层：p边＇=6.64kN/Mp中＇=3.75kN/M以中间层为例中间层固端弯矩计算：MAB=p边＇l边＇2=*6.64*6.62=24.10kN·mMBE=p中＇l中＇2=*3.75*2.42=7.2kN·mMEB=p中＇l中＇2=*3.75*2.42=3.6kN·m 由纵向框架梁在边柱上的偏心距e0引起的框架边节点附加偏心弯矩：活载作用下的内力计算表Me0=PA*e0=7.61*(0.45-0.25)/2=0.76kN·m忽略不计上柱下柱右梁左梁上柱下柱右梁0.3850.6150.5270.3300.143-24.10324.103-5.7609.28414.819-9.662-6.053-2.6283.351-4.8317.410-2.0970.5700.910-2.798-1.753-2.41613.205-13.20519.052-9.903-10.803上柱下柱右梁左梁上柱下柱右梁0.2780.2780.4440.3960.2480.2480.108-24.10324.103-7.2006.7026.70210.698-6.694-4.194-4.194-1.8214.6423.351-3.3475.349-3.027-2.097-1.292-1.292-2.062-0.089-0.056-0.056-0.02410.0538.762-18.81422.669-7.277-6.347-8.937上柱下柱右梁左梁上柱下柱右梁0.2780.2780.4440.3960.2480.2480.108-24.10324.103-7.2006.7026.70210.698-6.694-4.194-4.194-1.8213.3513.351-3.3475.349-2.097-2.097-0.933-0.933-1.489-0.458-0.287-0.287-0.1249.1219.121-18.24122.300-6.578-6.578-9.037上柱下柱右梁左梁上柱下柱右梁0.2780.2780.4440.3960.2480.2480.108-24.10324.103-7.2006.7026.70210.698-6.694-4.194-4.194-1.8213.3513.596-3.3475.349-2.097-2.233-1.001-1.001-1.598-0.404-0.253-0.253-0.1109.0529.298-18.35022.354-6.544-6.680-9.023上柱下柱右梁左梁上柱下柱右梁0.2980.2250.4760.4220.2640.1990.115-24.10324.103-7.2007.1935.42911.481-7.128-4.466-3.371-1.9393.351-3.5645.741-2.0970.0640.0480.101-1.537-0.963-0.727-0.41810.6085.477-16.08521.179-7.525-4.097-9.442 跨中弯矩位置按简支跨中弯矩左端弯矩右端弯矩跨中弯矩AB、CD跨5层37.5313.2119.0521.404层37.5318.8122.6716.793层37.5318.2422.3017.262层37.5318.3522.3517.181层37.5316.0821.1818.90BC跨5层2.3010.8010.80-8.504层2.888.948.94-6.063层2.889.049.04-6.162层2.889.029.02-6.141层2.889.449.44-6.56柱轴力层数A柱B柱VAB纵梁竖向力F柱自重G每层竖向力P轴力NAVBAVBC纵梁竖向力F柱自重G每层竖向力P轴力NB517.390.0019.7017.39顶部17.3918.863.600.0019.7022.46顶部22.46底部37.09底部42.16417.550.0019.7017.55顶部54.6418.724.500.0019.7023.22顶部65.38底部74.34底部85.08317.550.0019.7017.55顶部91.8918.724.500.0019.7023.22顶部108.30底部111.59底部128.00217.550.0019.7017.55顶部129.1418.724.500.0019.7023.22顶部151.22底部148.84底部170.92 117.550.0029.0517.55顶部166.3918.724.500.0029.0523.22顶部194.14底部195.44底部223.19柱边剪力及弯矩AB跨层次MABMBAVABVBAVAB＇VBA＇MAB＇MBA＇5-13.2119.0517.3918.8616.5117.98-9.2914.814-18.8122.6717.5518.7216.6717.84-14.8718.463-18.2422.3017.5518.7216.6717.84-14.2918.092-18.3522.3517.5518.7216.6717.84-14.4018.141-16.0821.1817.5518.7216.6717.84-12.1416.97BC跨层次MBCMCBVBCVCBVBC＇VCB＇MBC＇MCB＇5-10.80-10.803.603.603.063.06-9.99-9.994-8.94-8.944.504.503.833.83-7.92-7.923-9.04-9.044.504.503.833.83-8.02-8.022-9.02-9.024.504.503.833.83-8.01-8.011-9.44-9.444.504.503.833.83-8.43-8.43 弯矩调幅：考虑梁端弯矩调幅，取调幅系数β=0.85.调幅后的梁端柱边弯矩及跨中弯矩如下图所示调幅跨中弯矩按简支跨中弯矩左端弯矩右端弯矩跨中弯矩37.5311.2216.1923.8237.5315.9919.2719.9037.5315.5118.9620.3037.5315.6019.0020.2337.5313.6718.0021.692.309.189.18-6.882.887.607.60-4.722.887.687.68-4.802.887.677.67-4.79 2.888.038.03-5.15调幅柱边弯矩AB跨层次MABMBAMAB＇MBA＇5-11.2216.19-7.3111.954-15.9919.27-12.0415.063-15.5118.96-11.5614.742-15.6019.00-11.6514.791-13.6718.00-9.7213.79BC跨层次MBCMCBMBC＇MCB＇5-9.18-9.18-8.37-8.374-7.60-7.60-6.58-6.583-7.68-7.68-6.67-6.672-7.67-7.67-6.66-6.661-8.03-8.03-7.01-7.01(2)风载作用下的内力计算：风荷载下结构内力计算，地震作用力沿竖向呈倒三角形分布。内力计算也采用D值法,各柱反弯点位置确定如下：y=y0+y1+y2+y3边柱内力计算结果层次12345边柱0.6050.5000.4830.4500.383中柱0.540.500.480.450.35计算各柱的柱端弯矩第i层第k根柱上下端弯矩按下式计算：上端Mik,上=Vik*（1-y）hik下端Mik,下=Vik*yhik计算各梁的梁端弯矩： 由节点平衡条件，节点上下柱端弯矩之和等于左右梁端弯矩之和，节点左右梁端弯矩的大小按梁的线刚度大小分配。左端Mib左=∑Mc*i左/（i左+i右）右端Mib右=∑Mc*i右/（i左+i右）计算各梁的梁端剪力根据杠杆平衡条件，梁端剪力可按下式计算：V左=V右=∑Mb/L计算各柱的轴力柱上端轴力等于该柱上端节点两侧梁端剪力与该柱所对应的上层柱下端轴力的代数和边柱内力计算结果Nik,上=Ni+1,k,下+∑Vb结果见下表层次M上M下M左M右V右Ni53.372.103.370.860.8646.625.428.722.163.0239.328.7214.743.696.71211.8911.8920.615.1511.86117.5226.8529.417.6319.49中柱内力计算结果层次M上M下M左M右V左=V右Ni53.531.942.301.241.031.0346.625.425.563.002.503.5339.358.689.605.174.317.84211.8911.8913.377.206.0013.84120.3524.0220.9611.289.4023.24梁端柱边弯矩及剪力的计算 层次梁端弯矩梁端柱边剪力梁端柱边弯矩跨中弯矩MABMBAMBCVAB＇VBA＇VBC＇MAB＇MBA＇MBC＇MAB0MBC053.372.301.24-0.86-0.86-1.033.182.101.000.540.0048.725.563.00-2.16-2.16-2.508.235.082.431.580.00314.749.605.17-3.69-3.69-4.3113.918.774.202.570.00220.6113.377.20-5.15-5.15-6.0019.4512.225.853.620.00129.4120.9611.28-7.63-7.63-9.4027.6919.249.174.230.009.地震作用本设计仅考虑水平地震作用即可，并可采用基底剪力法计算水平地震作用力。由于该结构的刚度比较均匀，可取一个计算单元进行计算。1、分层计算重力荷载代表值：5层：（1）女儿墙自重0.2*1*3.9*25*2=39KN（2）屋面自重:屋面恒载:3.84KN/m2屋面面积：3.9×15.6=60.84m2屋面自重:3.84*60.84=233.63KN（3）梁重：主梁：61.57KN连梁：13.25*4=53KN梁重：114.57KN（4）墙重：（26.95*2+28.86*2+13.22*2）*0.5=69.03KN（5）柱重19.7*4*0.5=39.4KN （6）活载2*15.6*3.9*0.5=60.84KN5层重力荷载代表值：556.47KN2-4层：（1）楼面自重:楼面恒载:3.24KN/m2楼面面积：3.9×15.6=60.84m2楼面自重:3.24*60.84=197.12KN（2）梁重：主梁：61.57KN连梁：53KN梁重：114.57KN（3）墙重（扣门窗洞口加门窗自重）138.6KN（4）柱重78.8KN（5）楼面活荷载60.84KN2-4层重力荷载代表值：589.93KN首层：（1）楼面自重:197.12KN（2）梁重：114.57KN（3）墙重（扣门窗洞口加门窗自重）204.5KN（4）柱重116KN（5）楼面活荷载60.84KN首层重力荷载代表值：693.04KN各层重力荷载代表值为：G5=556.47KNG2-4=589.93KN G1=693.04KN2、自振周期计算按顶点位移法计算，考虑轻质填充墙对刚度的影响，取基本周期调整系数α0=0.8。计算公式为，式中为顶点位移（单位为m），按D值法计算，见表5。横向框架顶点位移计算表5层次Gi∑GiDi∑Gi/DΔi5556.47556.4749773.000.010.254589.931146.4049773.000.020.243589.931736.3349773.000.030.212589.932326.2649773.000.050.181693.043019.322321.000.140.143、横向地震作用地震作用按7度Ⅱ类场地,地震动参数区划的特征周期分组按二组考虑，则Tg=0.40,αmax=0.08,采用底部剪力法计算。由于T1=0.68>1.4Tg=0.56s,故应考虑顶部附加地震作用，取δn=0.08×0.68+0.01=0.0644。结构底部剪力为：顶点附加地震作用为：计算结果如下 hHiGiGjHj1-ζnFEKGiHi/∑GjHjFiVi3.6019.70556.470010962.460.94127.350.3043.7343.733.6016.10589.93009497.870.94127.350.2630.7974.523.6012.50589.93007374.130.94127.350.2023.9098.423.608.90589.93005250.380.94127.350.1417.02115.445.305.30693.04003673.110.94127.350.1011.91127.354、变形验算层次ViDiVi/Di层高层间相对弹性转角543.7349773.000.00093.601/4029474.5249773.000.00153.601/2371398.4249773.000.00203.601/18092115.4449773.000.00233.601/15591127.3522321.000.00575.301/929层间相对弹性转角均满足θe<[θe]=1/550的要求5、地震作用内力计算地震作用下结构内力计算简图如图所示，地震作用力沿竖向呈倒三角形分布。内力计算也采用D值法,各柱反弯点位置确定如下：y=y0+y1+y2+y3层次12345边柱0.6050.5000.4830.4500.383中柱0.540.500.480.450.35计算各柱的柱端弯矩第i层第k根柱上下端弯矩按下式计算：上端Mik,上=Vik*（1-y）hik 下端Mik,下=Vik*yhik计算各梁的梁端弯矩：由节点平衡条件，节点上下柱端弯矩之和等于左右梁端弯矩之和，节点左右梁端弯矩的大小按梁的线刚度大小分配。左端Mib左=∑Mc*i左/（i左+i右）右端Mib右=∑Mc*i右/（i左+i右）计算各梁的梁端剪力根据杠杆平衡条件，梁端剪力可按下式计算：V左=V右=∑Mb/L计算各柱的轴力柱上端轴力等于该柱上端节点两侧梁端剪力与该柱所对应的上层柱下端轴力的代数和Nik,上=Ni+1,k,下+∑Vb边柱在地震作用内力计算各计算结果见下表层次M上M下M左M右V524.6915.3424.696.29437.4130.6152.7513.07346.0843.0876.6919.19251.7251.7294.8023.68164.5098.84116.2230.08中柱在地震作用内力计算层次M上M下M左M右V左=V右525.8614.1616.819.057.54437.4130.6133.5218.0515.04 346.2442.9249.9526.9022.41251.7251.7261.5233.1227.60174.9188.4382.3144.3236.93梁端柱边剪力及弯矩层次梁端弯矩梁端柱边剪力梁端柱边弯矩跨中弯矩MABMBAMBCVAB＇VBA＇VBC＇MAB＇MBA＇MBC＇MAB0MBC05.00-24.6916.81-9.056.29-6.297.54-23.2715.39-7.35-3.940.004.00-52.7533.52-18.0513.07-13.0715.04-49.8030.58-14.67-9.610.003.00-76.6949.95-26.9019.19-19.1922.41-72.3745.63-21.85-13.370.002.00-94.8061.52-33.1223.68-23.6827.60-89.4756.19-26.91-16.640.001.00-116.2282.31-44.3230.08-30.0836.93-109.4675.54-36.01-16.960.00剪力轴力图内力图如下： 弯矩图10、内力组合根据以上内力计算结果，即可进行各梁柱各控制截面上的内力组合，其中梁的控制截面为梁端及跨中，每层共有9个截面。柱每层有两个控制截面，及柱顶和柱底。考虑塑性内力重分布,正确反应钢筋混凝土构件受力变形的性能,提高设计承载力,同时简化配筋构造,使施工方便.对梁端弯矩进行调幅（只对恒载和活载下弯矩进行调幅，调幅结果已计算）11、楼梯计算1、楼梯概况本工程楼梯为现浇整体板式楼梯，踏步尺寸150mm×270mm，层高3600mm；采用混凝土强度等级C25，板采用HPB235级，梁采用HPB235级钢筋；楼梯上均布活荷载标准值q=2.5kN/m2。计算1.2轴线第二层楼梯。2、楼梯板设计：板倾斜角：tga=1800/2970=0.61,a=31.2o,cosa=0.855,取1m宽板带计算。板厚要求h=ln/30-ln/25=2970/30-2970/25=99-118.8mm,取板厚h=120mm 荷载计算：（1）恒载：20厚花岗石楼面：（0.27+0.15）*0.02*15.4/0.27=0.48KN20厚水泥砂浆找平层：0.02*（0.27+0.15）*20/0.27=0.62KN三角形踏步重：0.5*0.27*0.15*25/0.27=1.88KN混凝土斜板：0.12*25/0.855=3.51KN板底抹灰0.02*17/0.855=0.40KN恒荷载标准值：6.89KN恒荷载设计值：1.2*6.89=8.27KN活荷载：活荷载标准值=2.5KN/M活荷载设计值=1.4*2.5=3.5KN/M荷载总计：g+q=8.27+3.5=11.77KN/M内力计算 跨中弯矩=1/10（g+q）ln2=1/10*11.77*2.972=10.38配筋计算板保护层厚度20mm，有效高度h0=120−20=100mm,板水平计算跨度ln=3m。as==10.38*106/(1*14.3*1000*1002)=0.0726=1-=0.0370rs=1-0.5=0.9815AS=M/rsfyh0=10.38*106/0.9815*210*100=504mm2选配φ10@150，实有AS=523mm2另每级踏步下配一根φ6分布筋平台板计算确定板厚板跨度l0=1.8+0.1=1.9m，取1m板带进行计算。平台板厚h=1/35l0=54.3mm,取100mm荷载计算：（1）恒载：20厚花岗石楼面：0.02*15.4=0.38KN20厚水泥砂浆找平层：0.02*20=0.4KN混凝土平台板：0.1*25=2.5KN板底抹灰0.02*17=0.34KN恒荷载标准值：3.62KN恒荷载设计值：1.2*3.62=4.34KN活荷载：活荷载标准值=2.5KN/M活荷载设计值=1.4*2.5=3.5KN/M荷载总计：g+q=4.34+3.5=7.84KN/M内力计算跨中弯矩=1/8（g+q）ln2=1/8*7.84*1.92=3.54配筋计算板保护层厚度20mm，有效高度h0=100−20=80mm,板水平计算跨度ln=1.9m。 as==3.54*106/(1*14.3*1000*802)=0.0387=1-=0.0195rs=1-0.5=0.99AS=M/rsfyh0=3.54*106/0.99*210*80=212mm2选配φ8@180，实有AS=279mm211.4平台梁设计平台梁截面b×h=250mm×400mm;跨度3.5m；（1）恒载：梯段板传来：11.77*2.97/2=17.48KN平台板传来：7.84*(1.8/2+0.1）=7.84KN梁自重：1.2*0.25*(0.4-0.1)*25=2.25KN梁粉刷：1.2*0.02*(0.25+0.3*2)*17=0.35KN恒荷载标准值：27.92KN活荷载：内力计算弯矩设计值M=1/8pl2=1/8*27.92*3.52=42.75剪力设计值V=1/2pl=1/2*27.92*3.5=48.86配筋计算平台梁按倒L形计算，bf"=b+5hf"=250+5*100=750梁有效高度：h0=400-35=365mm判断截面类型：bf"hf"fc(h0-hf"/2)=750*100*14.3*(365-100/2)=337.84>42.75属于第一类T型截面：as==42.75*106/(1*14.3*750*3652)=0.0299=1-=0.0151rs=1-0.5=0.9925AS=M/rsfyh0=42.75*106/0.9925*300*365=393mm2选配4φ12，实有AS=452mm20.7ftbh0=0.7*1.43*250*365=91.34KN>48.86KN可按构造配筋，选用双肢箍筋φ8@20011、楼板计算 本设计所有楼板均为双向板，双向板按弹性理论设计。①　荷载设计值1、活荷载标准值：q＝2.0kN/m2(室内)，q＝2.5kN/m2(走廊)2、恒荷载标准值：g＝3.24kN/m23、设计值：q＝1.4×2.0＝2.8kN/m2(室内)，q＝1.2×2.5＝3.5kN/m2(走廊)g＝1.2×3.24＝3.89kN/m2室内走廊g+q6.046.74g+1/2q4.644.991/2q1.41.75l0139002400l0266003900②　计算过程A板：1、计算数据：l0=lC,lC为轴线距离l01=3.9m,l02=6.6mlx/ly=0.59，支撑方式为四周固定，泊松比为0.167查表得：m1=0.0370,m2=0.008,m1/=-0.0797,m2/=-0.0571由于查表得出的系数是按泊松比为0制定的，经换算公式m1u=m1+um2m2u=m2+um1修正后的弯矩系数为：m1u=m1+um2=0.037+0.167*0.008=0.0383 m2u=m2+um1=0.008+0.167*0.037=0.01422、计算弯矩求跨内最大弯矩Mx=0.0383*qlx2=0.0383*6.04*3.9*3.9=3.519My=0.0142*qlx2=0.0142*6.04*3.9*3.9=1.304支座中点固端弯矩Mx/=-0.0797*6.04*3.9*3.9=-7.322My/=-0.0571*6.04*3.9*3.9=-5.246B板：1、计算数据：l01=2.4m,l02=3.9mlx/ly=0.62查表得，m1=0.0359,m2=0.0084,m1/=-0.0783,m2/=-0.0571经修正后的弯矩系数为：m1u=m1+um2=0.0359+0.167*0.0084=0.0373m2u=m2+um1=0.0084+0.167*0.0359=0.01442、计算弯矩求跨内最大弯矩Mx=0.0373*qlx2=0.0383*6.74*2.4*2.4=1.487My=0.0144*qlx2=0.0142*6.74*2.4*2.4=0.551支座中点固端弯矩Mx/=-0.0783*6.74*2.4*2.4=-3.040My/=-0.0571*6.74*2.4*2.4=-2.217③　截面设计截面有效高度：选用8钢筋为受力主筋，选用HRB335钢筋，fy =300则:l01(短跨)方向跨中截面的h01=h-c-d/2=100-15-4=81mml02(长跨)方向跨中截面的h02=h-c-3d/2=100-15-12=73mm支座截面处h0均为81mm计算配筋量，取内力臂系数γs=0.913,As=m/0.913h0fy,截面配筋表如下：h0mas配筋实配跨中A区格l01813.159142φ8@200251l02731.30465φ8@200251B区格l01811.48767φ8@200251l02730.55128φ8@200251支座A区格A支座l0181-7.322-330φ8@150335A支座l0281-5.246-236φ8@15033512、梁柱截面配筋设计框架梁、柱截面配筋除满足承载力要求外，对于梁和e0/h0>5.5的偏心受压柱还应满足裂缝宽度要求。(一)、梁的配筋计算第一层AB跨框架梁计算，钢筋为HRB400级，ζb=0.518取as=35mm,h0=600-35=565mm梁斜截面受剪承载力计算为了控制框架梁在延性的弯曲破坏前不出现剪切破坏，应使构件的受剪承载力大于弯曲屈服时实际达到的剪力值。梁端截面组合的剪力设计值Vb应根据不同的抗震等级，按“强剪弱弯”的原则，予以调整。本设计二级抗震应按下式调整。—梁端截面组合的设计值；、—考虑地震组合的框架梁左右端截面逆时针或顺时针方向组合的弯矩设计值；—考虑地震作用组合时的重力荷载代表值产生的剪力设计值，可按简支梁计算确定。AB跨梁左端梁右端顶层Ml-66.197642466-Mr70.157952753 -Ml-2.0126318435Mr30.133748188M68.145320909-M-36.063894278梁左端梁右端顶层Ml-133.4166599-Mr122.36281237-Ml3.7214238803Mr42.851429638M126.08423625-M-90.56523026梁左端梁右端底层Ml-207.07745305-Mr175.27555388-Ml95.10328318Mr-21.137322631M270.37883706-M-228.21477568BC跨梁左端梁右端顶层Ml-37.816182388-Mr37.816182388-Ml-18.696480009Mr18.696480009M19.119702379-M-19.119702379梁左端梁右端顶层Ml-45.589154559-Mr45.589154559-Ml-7.4576019672Mr7.4576019672M38.131552591-M-38.131552591梁左端梁右端顶层Ml-75.195705924-Mr75.195705924-Ml18.433799513Mr-18.433799513M93.629505436-M-93.629505436(二)柱的配筋计算 查规范得：混凝土强度C30:fc=14.3N/mm2ft=1.43N/mm2ftk=2.01N/mm2钢筋强度:HRB335fy=300N/mm2,fyk=335N/mm2,由B柱内力组合得轴压比：底层柱Nmax=1240.53kN1240.53(14.3*4502）=0.44<0.9故轴压比满足要求正截面：弯矩设计值调整由于框架柱的延性通常比梁的延性小，一旦在框架柱上形成塑性铰，就会产生很大的层间位移，直接危急结构的坚向承载力，因此设计中可有目的的增大柱端弯矩值，体现“强柱弱梁”的原则，使得框架在水平地震作用下梁端先出现塑性铰。为了达到上述要求，框架柱节点上下端弯矩设计值按下式调整，三级抗震下∑Mc=1.3∑Mb∑Mc—考虑抗震等级的节点，上、下柱端截面顺时针或逆时针方向组合的弯矩设计值之和∑Mb—统一节点左右梁端截面按顺时针或逆时针方向考虑地震作用的弯矩之和 ∑Mc=106.28+121.74=228.02∑Mb=169.35+75.20=244.55∑Mc<1.3∑Mb=1.3*244.55=317.91所以，MCI-I=106.28+（317.91-228.02）*106.28/（106.28+121.74）=148.18MCII-II=121.74+（317.91-228.02）*121.74/（106.28+121.74）=169.73MCIII-III=127.14*1.3=165.28现将调整过后的柱端弯矩列表如下顶层A：MCI-I=86.06,MCII-II=68.61顶层B:MCI-I=135.36,MCII-II=78.52二层A：MCI-I=129.50，MCII-II=141.2二层B:MCI-I=145.61，MCII-II=147.88底层A：MCI-I=128.9，MCII-II=186.25底层B：MCI-I=169.29，MCII-II=165.28各层计算长度H0的取值：底层H0不变，其余各柱的计算长度取1.25层高计算过程及结果如下表斜截面：柱斜截面受剪承载力计算以一层C－6为例，按照《抗震规范》要求，防止柱在受压破坏间发生剪切破坏，要求柱受剪承载力大于柱弯矩曲屈服时实际达到的剪力，对于框架柱的剪力设计值应按下式计算：二级抗震时Vc=1.3(MCI-I+MCII-II)/H1.3—柱剪力增大系数；MCI-I、MCII-II—考虑抗震等级的框架柱上、下端顺时针或逆时针方向截面组合设计值；H—柱的净高。由正截面计算中截面的控制内力得：MCI-I=86.06,MCII-II=68.61，H=3.6Vc=1.3*(86.06+68.61)/3.6=55.85各层的剪力设计值调整如下：顶层A：Vc=55.85,顶层B:Vc=77.23,二层A：Vc=97.75,二层B:Vc=105.98，底层A：Vc=77.30,底层B:Vc=82.0612、基础设计 边柱采用柱下独立扩展基础，中柱采用联合基础，基础埋深取2m，混凝土等级选用C30，基础保护层厚度45mm，钢筋选用HRB335级钢筋，室外地坪-0.45m独立基础设计初步确定基础埋深2m,基础底面处于粘性土层，fak=280KN/m2土的平均重度取rm=20KN/m2,ηb=0,ηd=1fa=fak+ηdrm(d-0.5)=280+20*（1.775-0.5）=305.5KN/m2基础梁:300*600mm梁自重：0.3*0.6*(3.9-0.45)*25=15.53KN墙自重：0.2*4.1*(3.9-0.45)*20=56.58KN总重：15.53+56.58=72.11KNA轴柱（边柱）：取内力组(标准值)M=40.31，N=882.97，V=16.00故N=882.97+72.11=955.08KNA0=N/(fa-rGd)=955.08/270=3.52m2考虑偏心，A=1.1-1.5A0=3.87-5.28m2取l=b=2m,A=4m2地基承载力验算：计算地基净反力Pk=N/bl=955.08/4=238.77偏心矩e=M/F=(40.31+16.00*0.6)/(955.08+20*2*2*1.775)=54.71/1097.08=0.05mFl=123.05KN,可以基础分2级，下阶h1=300,h01=255,取l1=1m,b1=1m变阶处抗冲切验算：a1+2h01=1+2*0.255=1.51Fl=78.52KN，可以配筋计算：基础无偏心作用方向计算：I-I截面（柱边）弯矩：MI=1/24*pk(b-bc)2(2l+ac)=238.77/24*(2-0.45)2*(2*2+0.45)=106.36KNMAS,I=MI/0.9Fyh0=106.36/(0.9*300*555)=710mm2II-II截面（第一变阶处）MII=1/24*pk(b-b1)2(2l+l1)=238.77/24(2-1)2*(2*2+1)=49.74KNMAS,II=MII/0.9Fyh0=49.74/(0.9*300*255)=722mm2按构造要求配10φ10@310，AS=785>722基础偏心作用方向计算：III-III截面pkIII=pkmin+(l+ac)/2l*(pkmax-pkmin)=232.25+29.71=261.96MIII=1/48*[(pkmax+pkIII)(2b+bc)+(pkmax-pkIII)b](l-ac)2=1/48*[(314.22+261.96)(2*2+0.45)+(314.22-261.96)*2](2-0.45)2=133.59AsIII=MIII/0.9Fyh0=133.590.9*300*555=891Ⅳ-Ⅳ截面pkⅣ=pkmin+(l+a1)/2l*(pkmax-pkmin)=232.25+61.48=293.73MⅣ=1/48*[(pkmax+pkⅣ)(2b+b1)+(pkmax-pkⅣ)b](l-l1)2=1/48*[(271.42+293.73)(2*2+1)+(271.42-293.73)*2](2-1)2=57.94 AsⅣ=MⅣ/0.9Fyh01=57.94/0.9*300*255=841按AsIII配筋，于2m宽范围内配12φ10@160，As=942>891B轴柱（中柱）：取内力组(标准值)M=35.04，N=1002.35，V=14.61故N=1002.35+72.11=1074.46KNA0=N/(fa-rGd)=1074.46/270=3.98m2考虑偏心，A=1.1-1.5A0=4.38-5.97m2取b=2.2m,l=2.2m,A=4.84m2地基承载力验算：计算地基净反力Pk=N/bl=1074.46/4.84=222.00Kpa偏心矩e=M/F=(35.04+14.61*0.6)/(1074.46+20*2.2*2.2*1.775)=43.81/1251.96=0.035mFl=145.92KN,可以基础分2级，下阶h1=300,h01=255,取l1=1m,b1=1m变阶处抗冲切验算：ac+2h0=1+2*0.255=1.51Fl=154.97KN，可以配筋计算：基础无偏心作用方向计算：I-I截面（柱边）弯矩：MI=1/24*pk(b-bc)2(2l+ac)=222/24*(2.2-0.45)2*(2*2.2+0.45)=137.49KNMAS,I=MI/0.9Fyh0=137.49/(0.9*300*555)=918mm2II-II截面（第一变阶处）MII=1/24*pk(b-b1)2(2l+l1)=222/24(2.2-1)2*(2*2.2+1)=60.48KNMAS,II=MII/0.9Fyh0=60.48/(0.9*300*255)=878mm2按构造要求配12φ10@180，AS=942>918基础偏心作用方向计算：III-III截面pkIII=pkmin+(l+ac)/2l*(pkmax-pkmin)=229.36+24.82=254.18MIII=1/48*[(pkmax+pkIII)(2b+bc)+(pkmax-pkIII)b](l-ac)2=1/48*[(271.42+254.18)(2*2.2+0.45)+(271.42-254.18)*2.2](2.2-0.45)2=160.86AsIII=MIII/0.9Fyh0=165.06/0.9*300*555=1102Ⅳ-Ⅳ截面pkⅣ=pkmin+(l+a1)/2l*(pkmax-pkmin)=229.36+30.59=259.95MⅣ=1/48*[(pkmax+pkⅣ)(2b+b1)+(pkmax-pkⅣ)b](l-l1)2=1/48*[(271.42+259.95)(2*2.2+1)+(271.42-259.95)*2.2](2.2-1)2=86.85AsⅣ=MⅣ/0.9Fyh01=86.85/0.9*300*255=1261按AsⅣ配筋，于2.2m宽范围内配12φ12@160，As=1357>1261内部资料仅供参考9JWKffwvG#tYM*Jg&6a*CZ7H$dq8KqqfHVZFedswSyXTy#&QA9wkxFyeQ^!djs#XuyUP2kNXp6X4NGpP$vSTT#UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5ux^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5uxY7JnD6YWRrWwc^vR9CpbK!zn%Mz849Gx^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmUE9aQ@Gn8xp$R#͑Gx^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5uxY7JnD6YWRrWwc^vR9CpbK!zn%Mz849Gx^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5ux^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5uxY7JnD6YWRrWwc^vR9CpbK!zn%Mz849Gx^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z8vG#tYM*Jg&6a*CZ7H$dq8KqqfHVZFedswSyXTy#&QA9wkxFyeQ^!djs#XuyUP2kNXpRWXmA&UE9aQ@Gn8xp$R#͑Gx^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5uxY7JnD6YWRrWwc^vR9CpbK!zn%Mz849Gx^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5ux^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5uxY7JnD6YWRrWwc^vR9CpbK!zn%Mz849Gx^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z8vG#tYM*Jg&6a*CZ7H$dq8KqqfHVZFedswSyXTy#&QA9wkxFyeQ^!djs#XuyUP2kNXpRWXmA&UE9aQ@Gn8xp$R#͑Gx^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5uxY7JnD6YWRrWwc^vR9CpbK!zn%Mz849Gx^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5ux^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5uxY7JnD6YWRrWwc^vR9CpbK!zn%Mz849Gx^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmUE9aQ@Gn8xp$R#͑Gx^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5uxY7JnD6YWRrWwc^vR9CpbK!zn%Mz849Gx^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5ux^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5uxY7JnD6YWRrWwc^vR9CpbK!zn%Mz849Gx^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5uxY7JnD6YWRrWwc^vR9CpbK!zn%Mz849Gx^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWpazadNuGK8!z89AmYWpazadNu##KN&MuWFA5uxY7JnD6YWRrWwc^vR9CpbK!zn%Mz849Gx^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5ux^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5uxY7JnD6YWRrWwc^vR9CpbK!zn%Mz849Gx^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5uxY7JnD6YWRrWwc^vR9CpbK!zn%Mz849Gx^Gjqv^$U*3tnGK8!z89AmYWpazadNu##KN&MuWFA5uxY7JnD6YWRrWwc^vR9CpbK!zn%Mz849Gx^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89Amv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5ux^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5uxY7JnD6YWRrWwc^vR9CpbK!zn%Mz849Gx^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5uxY7JnD6YWRrWwc^vR9CpbK!zn%Mz849Gx^Gjqv^$U*3tnGK8!z89AmYWpazadNu##KN&MuWFA5uxY7JnD6YWRrWwc^vR9CpbK!zn%Mz84!z89Amv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5ux^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5uxY7JnD6YWRrWwc^vR9CpbK!zn%Mz849Gx^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3t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