武汉办公楼毕业设计计算书

1.1设计任务书1工程名称武汉华美公司某办公楼2.建设地点湖北省武汉市3．工程概况东西总宽19.3米,南北长38.9米,主体高度33.0m，2~9层高均为3.6m，首层为4.2m。上部结构为框架结构。内，外围护墙，采用加气混凝土。4.设计条件该建筑设计使用年限为50年。抗震设防烈度为7度，场地类别II类，设计地震分组为第一组，其本风压w0=0.35kN/m2,地面粗糙度为B类。基本雪压S0=0.35kN/m2,ur=1.0。2.1主要构件选型及尺寸初步估算2.1.1主梁﹑板﹑柱结构形式：现浇钢筋混凝土结构墙体采用：粉煤灰轻质砌块墙体厚度：外墙:300mm，内墙:基础采用：柱下独立基础混凝土强度等级选用：梁、板、墙、柱C30选择合理的结构方案，进行结构布置，对该建筑进行横向抗震设计框架结构承重方案的选择柱网与层高：本办公楼采用柱距为7.8m的内廊式柱网，边跨为8.1m，中间跨为3.6m，层高取3.6m。：图2.1标准层结构布置简图纵向框架结构横向框架结构图2.2框架结构的计算简图：本方案中，需近似的按纵横两个方向的平面框架分别计算2.1.2梁1.框架柱的截面尺寸根据柱的轴压比限值，按下列公式计算：柱组合的轴压力设计值N=βFN

β：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，可近似的取14KN/m2。

N：为验算截面以上的楼层层数。≥为框架柱的轴压比限值，本方案为二级抗震，查《抗震规范》取为0.8。为混凝土轴心抗压强度设计值，对C30，查得14.3N/mm2。柱截面尺寸可根据式N=βFgEnAc≥N/[N]fc，估算表1查得该框架结构在30m以上，抗震等级为二级，其轴压比值[N]=0.8表1抗震等级分类结构类型烈度6789框架结构高度/m≤30＞30≤30＞30≤30＞30≤25框架四三三二二一一剧场、体育等三二一一表2轴压比限值结构类型抗震等级一二三框架结构0.70.80.9计算过程：中柱的负载面积：边柱的负载面积：中柱：边柱：中柱边柱取住截面为正方形截面，初步选定柱尺寸为700mm×700mm底层柱最小刚义验算：l/b=4200/700=6≤25.满足最大轴压比要求。综合过考虑计算结果及其它因素，本设计柱截面取700mm×700mm一部分柱取500mm×500mm.基础采用柱下条形基础，基础+距离室外地平0.5，室内外高差为0.6,框架结构计算简图如图所示，取顶层柱的形心线作为框架柱的轴线，梁轴线取至板底，2-9层柱高度即为层高3.6m，底层柱高度从基础顶面取至一层板底，即h1=4.2++0.5+0.6=5.3m。2框架梁截面尺寸梁截面高度按梁跨度的1/12~1/8估算，梁截面宽按梁截面高的1/2~1/3估算。横向框架梁截面高h=(1/8~1/12)l=(1/8~1/12)×8100=101~675mm,取h=800mm横向框架梁截面宽b=(1/2~1/3)h=(1/2~1/3)×800=400~266mm,取b=400mm纵向框架梁截面高h=(1/8~1/12)l=(1/8~1/12)×7800=975~650mm,取h=800mm纵向框架梁截面宽b=(1/2~1/3)l=(1/2~1/3)×800=400~266mm,取b=400mm表3梁截面尺寸层次砼强度横梁（bh）纵梁(bh)AC跨CD跨DF跨1-9C304008003507004008004008003现浇楼板厚度先按单、双向板的刚度要求确定，本工程大梁板跨度为3.9m,为简化楼面板和屋面板均取100mm2.2梁﹑柱几何参数计算2.2.1梁主要框架梁：计算梁截面惯性矩时，考虑到现浇楼板的作用，取I=2I0（I0为不考虑梁翼缘作用的梁截面惯性矩）横梁线刚度ib计算过程见下表4，柱线刚度ic计算见表5。表4横梁线刚度ib计算表层次类别Ec/(N/mm2)b×h/mm2Io/mm4L/mmEcIo/L(N.mm)1.5EcIo/L2EcIo/L1-9AC跨3.0×104400×8008100CD跨3.0×104350×7003600表5柱线刚度ic计算表层次hc/mmEc/(N/mm2)b×h/mm2Ic/mm4EcIc/hc/(N.mm)153003.0×104700×700153003.0×104500×5002-936003.0×104700×7002-936003.0×104500×500取CD跨梁的相对线刚度为1.0，则其他为：AC跨CD跨1层柱2-9层柱相对刚度I0.751.00.681.0框架梁柱的相对线刚度如图4，作为计算各节点杆端弯矩分配系数的依据 图2.3计算简图计算单元见下图所示：因为楼板为整体现浇，本板选用双向板，可沿四角点沿45°线将区格分为小块，每个板上的荷载传给与之相邻的梁，板传至梁上的三角形或梯形荷载可等效为均布荷载图2.4框架计算单元3荷载标准值计算作用在框架结构上的荷载通常为恒载和活载。恒载包括结构自重、结构表面的粉灰重、土压力、预加应力等。活荷载包括楼面和屋面活荷载、风荷载、雪荷载、安装荷载等。高层建筑水平力是起控制作用的荷载，包括地震作用和风力。地震作用计算方法按《建筑结构抗震设计规范》进行，对高度不超过40m以剪切为主且质量和刚度沿高度分布比较均匀的结构，可采用底部剪力法。竖向荷载主要是结构自重（恒载）和使用荷载（活载）。结构自重可由构件截面尺寸直接计算，建筑材料单位体积重量按荷载规范取值。使用荷载（活荷载）按荷载规范取值，楼面活荷载折减系数按荷载规范取用。3.1永久荷载3.1.1作用于框架梁上的分布荷载1屋面恒载刚性防水屋面(有保温层)：02ZJ602-2003-12/740厚C20细石砼内配φ4@250双向钢筋0.8kN/m220厚1:3水泥砂浆找平0.02x20=0.4kN/m270厚水泥防水珍珠岩块或沥青珍珠岩保温层0.07x10=0.7kN/m220厚1:3水泥砂浆找平层0.02x20=0.4kN/m2100厚结构层0.1x25=2.5kN/m212厚板底抹灰0.012x20=2.5kN/m2合计 4.82kN/m22楼面恒载一．标准层、底层楼面：水磨石地面(10mm面层,20mm水泥砂浆和素水泥打底)0.65kN/m2100厚钢筋砼板25×0.1=2.5kN/m212厚水泥沙浆0.012×20=2.5kN/m2合计4.14kN/m2二.各层走廊楼面：水磨石楼面：10㎜面层20㎜水泥砂浆打底0.65KN/㎡素水泥砂浆结合层一道结构层：100厚现浇钢筋混凝土板0.1m×25＝2.5KN/㎡抹灰层：10厚混合砂浆0.01m×17＝0.17KN/㎡合计2.67KN/㎡三.楼梯，水泥砂浆楼面构造层：0.5KN/㎡结构层：100厚现浇钢筋混凝土板0.1m×25＝2.5KN/㎡抹灰层：10厚混合砂浆0.01m×17＝0.17KN/㎡合计：3.17KN/㎡.3梁自重（含粉刷）1.边跨(AC、DF跨)框架梁b×h=400×8梁自重25×0.4×（0.8-0.1）=7.000kN/m抹灰层：10厚水泥砂浆0.01×[(0.8-0.1)×2+0.4]×17＝0.306kN/m合计7.306kN/m2.中横梁b×h=350×700mm梁自重25×0.35×（0.7-0.1）=5.250kN/m抹灰层：10厚水泥砂浆0.01×[(0.7-0.1)×2+0.35]×17＝0.264kN/m合计5.514kN/m3.次梁：b×h=300㎜×600㎜梁自重：25kN/㎡×0.3m×（0.6m-0.1m）=3.750kN抹灰层10厚混合砂浆：0.01m×[(0.6m-0.1m)×2+0.3m]×17kN/m3=0.221合计：3.971kN/㎡4柱自重：b×h=700×700mm柱自重25×0.70×0.70=12.25kN/m抹灰层：10厚水泥砂浆0.01×0.70×4×17＝0.476kN/m合计12.726kN/5墙自重三．外纵墙自重：标准层：纵墙（粉煤灰轻质砌块250）0.25×（3.3-0.7）×8+2×（3.3-0.7）×0.02×17=6.97kN/m铝合金门窗0.35×1.8=0.63kN/m水泥粉刷内墙面0.36×(3.60-1.80)=0.756kN/m合计8.356kN/m2底层：纵墙（粉煤灰轻质砌块250）0.25×（5-0.7）×8+2×（5-0.7）×0.02×17=11.52kN/m铝合金门窗0.35×1.8=0.63kN/m釉面砖外墙面0.5×(4.8-1.80-0.50)=1.25kN/m水泥粉刷内墙面0.756kN/m合计14.156kN/m四．内纵墙自重：标准层：纵墙（粉煤灰轻质砌块200）0.2×（3.3-0.35）×8+2×（3.3-0.35）×0.02×17=6.73kN/m水泥粉刷墙面0.36×(3.60-0.5)×2.00=2.232kN/m合计8.962kN/m底层：纵墙（粉煤灰轻质砌块200）0.2×（5-0.5）×8+2×（5-0.5）×0.02×17=10.26kN/m水泥粉刷墙面0.36×3.90×2=2.808kN/m合计13.068kN/m3.2屋面及楼面活荷载计算一.根据《荷载规范》查得：上人屋面：2.0kN/㎡楼面：2.0kN/㎡走廊:2.5kN/㎡二.雪荷载Sk=1.0×0.3kN/㎡=0.3kN/㎡屋面活荷载与雪荷载不同时考虑，两者取大者3.3竖向荷载作用下内力计算一．A～C，（D～F）轴间框架梁：屋面板荷载：板传至梁上的三角形和梯形荷载等效为均布荷载恒载活载楼面板传荷载：恒载：活载：梁自重：7.31KN/mA～C,(D～F)轴间框架梁均布荷载为：屋面梁：恒载＝梁自重＋板传荷载＝7.31KN/m+24.40KN/m=31.71KN/m活载＝板传荷载＝10.13KN/m楼面梁：恒载＝梁自重＋板传荷载＝7.31KN/m+20.96KN/m=28.27KN/m活载＝板传荷载＝10.13KN/m二.C～D轴间框架梁：屋面板传荷载：恒载：活载：楼面板传荷载：恒载：活载：梁自重：5.51KN/mC～D轴间框架梁均布荷载为：屋面梁：恒载＝梁自重＋板传荷载＝5.51KN/m+10.85KN/m=16.36KN/m活载＝板传荷载＝5.63KN/m楼面梁：恒载＝梁自重＋板传荷载＝5.51KN/m+5.63KN/m=11.14KN/m活载＝板传荷载＝5.63KN/m三.A轴柱纵向集中荷载计算：顶层柱：女儿墙自重：（做法：墙高900㎜,100㎜的混凝土压顶）顶层柱恒载＝女儿墙＋梁自重＋板传荷载顶层柱活载＝标准层柱恒载＝墙自重＋梁自重＋板荷载=标准层柱活载＝板传荷载基础顶面荷载＝底层外纵墙自重＋基础自重＝四.C柱纵向集中力计算：顶层柱荷载＝梁自重＋板传梁荷顶层柱活载=板传荷载标准柱恒载=墙＋梁自重＋板传荷载标准层活载＝板传荷载基础顶面恒载=底层内纵墙自重＋基础自重（3）.框架柱自重：柱自重：底层：1.2×0.7m×0.7m×25×5.30m=77.91其余柱：1.2×0.7m×0.7m×25×3.6m=3.4恒荷载作用下框架的内力3.4.1恒荷载作用下框架的弯矩计算一.恒荷载作用下框架可按下面公式求得：故：恒荷载作用下框架的受荷简图如图3.1所示注：1.图中各值的单位为KN2.图中数值均为标准值3.图中括号数值为活荷载竖向荷载作用下,框架的内力分析除活荷载较大的工业与民用建筑.可以不考虑活荷载的不利布置,这样求得的框架内力,梁跨中弯距较考虑活载不利布置法求得的弯局偏低,但当活载占总荷载的比例较小时,其影响很小.若活荷载占总荷载的比例较大时,可在截面配筋时,将跨中弯距乘以1.1~1.2的较大系数。框架横梁均布恒荷载、活荷载可从前面荷载计算中查得。具体数值见图10。其中框架柱的相对线刚度除底层柱之外其于各层乘以0.9。图3.2横向框架荷载作用由于柱纵向集中荷载的作用，对柱产生偏心。在恒荷载的作用下的偏心矩如图12，13所示。图3.3竖向恒荷载的作用下的偏心矩图3.4竖向活荷载的作用下的偏心矩3.4.2梁柱端的弯矩计算梁端柱端弯矩采用弯矩分配法计算。计算步骤为：(1)将原框架分为5个敞口单元，除底层柱外的其于各层柱的相对线刚度乘以0.9。(2)用弯矩分配法计算每一个敞口单元的杆端弯矩，底层柱的传递系数为0.5，其余各层柱的传递系数为1/3。将分层法所得到的弯矩图叠加，并将节点不平衡弯矩进行再分配。梁端固定弯矩计算：恒载：屋面：楼面：活载：屋面、楼面：4.1内力计算梁端、柱端弯矩计算采用弯矩二次分配法，由于结构和荷载均对称，故计算时可用半边框架，弯矩计算如图4.1所示：画内力图:根据计算结果先画出各杆件弯矩图，如图4.2所示，括号里的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。图4.2恒载作用下的弯矩图图4.3竖向均布活荷载作用下的框架弯矩图4.2梁端剪力和轴力计算梁端剪力柱轴力具体计算结果见表4.1,4.2,4.3,4.4,4.5,4.6。表4.1恒载作用下AC梁端剪力计算层号924.408.198.827.5691.26106.38831.718.1128.433.25125.18131.68731.718.1128.433.62124.81132.05631.718.1128.433.62124.81132.05531.718.1128.433.62124.81132.05431.718.1128.433.62124.81132.05331.718.1128.433.62124.81132.05231.718.1128.433.57124.86132.00131.718.1128.434.07124.36132.50表4.2恒载作用下CD梁端剪力计算层号910.853.619.53019.5319.5389.323.616.78016.7816.7879.323.616.78016.7816.7869.323.616.78016.7816.7859.323.616.78016.7816.7849.323.616.78016.7816.7839.323.616.78016.7816.7829.323.616.78016.7816.7819.323.616.78016.7816.78表4.3活载作用下AC梁端剪力计算层号910.138.141.033.0038.0344.03810.138.141.031.4939.5442.52710.138.141.031.6139.4242.64610.138.141.031.6139.4242.64510.138.141.031.6139.4242.64410.138.141.031.6139.4242.64310.138.141.031.6139.4242.64210.138.141.031.5939.4442.62110.138.141.031.9239.1142.95表4.4活载作用下CD梁端剪力计算层号95.633.610.13010.1310.1385.633.610.13010.1310.1375.633.610.13010.1310.1365.633.610.13010.1310.1355.633.610.13010.1310.1345.633.610.13010.1310.1335.633.610.13010.1310.1325.633.610.13010.1310.1315.633.610.13010.1310.13表4.5恒载作用下的剪力和轴力层次总剪力柱轴力AC跨CD跨A柱C柱991.26106.3819.53200.21246.02389.19435.008125.18131.6816.78442.43488.24810.38856.197124.81132.0516.78684.28730.091231.941277.756124.81132.0516.78926.13971.941653.501699.315124.81132.0516.781167.981213.792075.062120.874124.81132.0516.781409.831455.642496.622542.433124.81132.0516.781651.681697.492918.182963.992124.86132.0016.781893.581939.393339.693385.51124.36132.5016.782134.152179.963642.683688.49表4.6活载作用下的剪力和轴力层次总剪力柱轴力AC跨CD跨A柱C柱938.0344.0310.1372.64141.88839.5442.5210.13146.79295.53739.4242.6410.13220.82449.30639.4242.6410.13294.85603.07539.4242.6410.13368.88756.84439.4242.6410.13442.91910.61339.4242.6410.13516.941064.38239.4442.6210.13590.991218.13139.1142.9510.13664.711271.215.地震作用该建筑物的高度为33.0m<40m,以剪切变形为主，且质量和刚度沿高度均匀分布，故采用底部剪刀法计算水平地震作用。5.1重力荷载代表值计算屋面处重力荷载代表值=结构和构配件自重标准值+0.5×雪荷载标准值楼面处重力荷载代表值=结构和构配件自重标准值+0.5×楼面荷载标准值结构的重力荷载代表值应取结构和构件自重标准值加上各可变荷载组合值，即其中可变荷载为雪荷载屋面活载楼面活载：走道屋面处的重力荷载代表值的计算女儿墙的计算屋面板结构层及构造层自重的标准层顶层的墙重其余层楼面处重力荷载代表值计算底层楼面处重力荷载代表值计算屋顶雪荷载标准值楼面活荷载标准值总重力荷载标准值楼面处标准层5.2柱的铡移刚度:柱的侧移刚度按式D=αc计算，式由系数αc为柱侧移刚度修正系数，由相关的表可查，根据梁柱线刚度比的不同。中框架柱分中柱和边柱，边柱梁分中柱和边柱等，现以第2层C-3柱的侧移刚度计算为例，其余见表5.1横向抗侧刚度D值计算各层每一柱的D值见表5.1和表5.2；各层柱的总D值见表5.3和5.4表5.1横向2~9层D值计算构件名称A、F轴柱0.27342210C、D轴柱0.46772210表5.2横向底层D值计算构件名称A、F轴柱0．55126590C、D轴柱0．67332480表5.3横向2~9层D值计算构件名称D值（KN/m）数量A、F轴柱4221012506520C、D轴柱7221012866520A、F轴500柱237706142620表5.4横向首层D值计算构件名称D值（KN/m）数量A、F轴柱2659012319080C、D轴柱3248012389760A、F轴500柱95706574205.3横向自振周期计算横向地震自振周期利用顶点假想侧移计算，计算过程见表5.5表5.5结构顶点的假想侧移计算层次Gi/kNVi/kNΣDi(kN/mm)Δμi(m)μi/m98281828115156600.00550.2954882821656315156600.01090.2899782822484515156600.01640.2790682823312715156600.02190.2626582824140915156600.02730.2407482824969115156600.03280.2134382825797315156600.03820.1806282826625515156600.04370.142419378756337662600.09870.0987按式T1=1.7计算基本周期T1，其中μT的量纲为m取=0.6则T1=1.7×0.6×=0.554S5.4横向水平地震力计算本工程中结构不超过40m质量和刚度沿度分布比较均匀，变形以剪切型为主，故可用底部剪力法计算水平地震作用，结构总水平地震作用标准值按式FEK=α1Gep计算即由于该工程所在地抗震设防烈度为7度，场地类别为Ⅱ类，设计地震分组为第一组，由《地震规范》查得。Gep=0.85ΣG1=0.85×82489.2=70115.82KN，则由于需要考虑顶部附加水平地震作用的影响，顶部附加地震作用系数：FI=（1-δn）各层横向地震作用及楼层地震剪力计算见表5.6表5.6各层横向地震作用及楼层地震剪力层次hiHiGiGiHiFiVi93.63410.192629.74629.7415156600.00041583.630.582822526010.171563.321193.0615156600.00078773.626.98282222785.80.151496.831689.8915156600.00111563.623.38282192970.60.131430.342120.2315156600.00139953.619.78282163155.40.111363.852484.0815156600.00163943.61620.090297.362775.4415156600.00183133.612.582821035250.070230.873006.3115156600.00198323.68.9828273709.80.050164.383173.6915156600.00209415.35.3937849703.40.034110.843284.537662600.004286各质点水平地震作用及楼层地震剪力沿房屋高度的分布如图5.7，5.8图5.6水平地震作用分布图5.7层间剪力分布5.5水平地震作用下的位移验算水平地震作用下框架结构的层间位移和顶点位移μi分别按式和μ(Δμ)k计算计算过程见表5.9，表中还计算了各层的层间弹性位移角=Δμi/hi表5.9横向水平地震作用下的位移验算层次Vi(kn)Di△μi(mm)μi(mm)hi(mm)θe=9629.7415156600.4515.636001/800081193.0615156600.7915.1536001/455771689.8915156601.1214.3636001/321462120.2315156601.4013.2436001/257152484.0815156601.6411.8436001/219542775.4415156601.8310.236001/196733006.3115156601.998.3736001/180923173.6915156602.096.3836001/172213284.537662604.294.2953001/1235由表9可见，最大层间弹性位移角发生在第1层，其值为1/1235＜1/550满足式Δμe≤[θe]h的要求，其中[Δμ/h]=1/550由表查得。5.5水平地震作用下框架内力计算水平地震作用下的内力采用改进的反弯点法即D值法。框架柱端剪力及等矩分别按式Vij=计算，其中Dij取自表∑Dij取自表5，层间剪力取自表7，各柱反弯点高度比y按式y=yn+y1+y2+y3确定，各修正值见表10，各层柱剪力计算见表5.10。表5.10柱剪力计算层次A轴柱A轴500柱C轴柱D轴柱F轴柱F500柱第九层同A轴同C轴同A500轴第八层同A轴同C轴同A500轴第七层同A轴同C轴同A500轴第六层同A轴同c轴同A500轴第五层同A轴同c轴同A500轴第四层同A轴同c轴同A500轴第三层同A轴同c轴同A500轴第二层同A轴同c轴同A500轴第一层同A轴同c轴同A500轴表5.11各柱的反弯点高度层次A轴柱C轴柱D轴柱F轴柱第九层第八层第七层同A轴同C轴第六层同A轴同C轴第五层同A轴同C轴第四层同A轴同C轴第三层同A轴同B轴第二层同A轴同C轴第一层同A轴同C轴表5.12横向水平地震作用下A轴框架柱层号(m)917.630.301.0844.4319.04833.410.401.4472.1748.11747.320.451.6293.6976.66659.370.451.62117.5596.18569.550.451.62137.71112.67477.710.501.80139.88139.88384.180.501.80151.52151.52288.860.501.80159.95159.951114.960.673.55201.18408.12表5.13横向水平地震作用下C轴框架柱层号(m)930.320.401.4465.4943.66857.270.451.62113.3992.78781.110.491.76149.24143.086101.770.501.80183.19183.195119.240.501.80214.63214.634133.220.501.80239.80239.803144.300.501.80259.74259.742152.340.501.80274.21274.211137.950.502.65365.57365.57表5.14横向水平地震作用下AC跨梁端剪力层号98.144.4328.078.9588.191.2167.3119.5778.1141.8103.7230.3168.1194.21139.8341.2458.1233.89170.4949.9248.1252.55149.7649.6738.1291.4214.0962.4128.1311.47228.9366.7218.1361.13274.1978.43表5.15横向水平地震作用下CD跨梁端剪力层号93.637.4237.4220.7983.689.7289.7249.8473.6138.30138.3076.8363.6186.44186.44103.5853.6227.33227.33126.2943.6259.67259.67144.2633.6285.45285.45158.5823.6305.23305.23169.5713.6365.59365.59203.11表5.16活载作用下的剪力和轴力层次总剪力柱轴力AC跨CD跨A柱C柱98.958.9520.798.9511.84819.5719.5749.8428.5242.11730.3130.3176.8358.8388.63641.2441.24103.58100.07150.97549.9249.92126.29149.99227.34449.6749.67144.26199.66321.93362.4162.41158.58262.07418.10266.7266.72169.57328.79520.95178.4378.43203.11407.22645.63震作用下的框架内力图见图8，图9图8地震作用下的框架弯矩图图9地震作用下的框架剪力图6风荷载计算6.1.风荷载标准值本设计地区基本风压为，所设计的建筑地处城市，风压高度变化系数按C类地区为1.0，由于H/B=33.6/19.8=1.67<4高层建筑风荷载体型系数取1.3。因为钢筋混凝土框架结构基本自振周期估算，大约为0.72s>0.25,应考虑风压脉动对结构发生顺风向风振的影响，风振系数=。计算单元迎风面的宽度B=8.1m.为了简化计算起见，通常将计算单元范围内外墙面的分布风荷载，化为等量的作用于楼面集中风荷载，计算公式如下：计算过程见表6.1离地高度Z（m）(m)33.61.01.561.30.353.62.417.2530.01.01.501.30.353.63.619.9026.40.931.471.30.353.63.617.7722.80.881.431.30.353.63.616.1219.20.811.391.30.353.63.614.0815.60.741.351.30.353.63.612.2812.00.741.271.30.353.63.611.688.40.741.191.30.353.63.611.104.80.741.111.30.354.23.611.38风载作用力图6.16.2风荷载作用下的位移计算位移计算时，各荷载均采用标准值。侧移刚度的计算表6.2横向2~9层D值计算构件名称A、F轴柱0.27342210C、D轴柱0.46772210表6.3横向底层D值计算构件名称A、F轴柱0．55126590C、D轴柱0．67332480水平荷载下框架层间侧移按下式计算：其中：：第j层的总剪力标准值；：第j层所有柱的抗侧移刚度之和；：第j层的层间侧移表6.4风荷载作用下的框架楼层层间位移与层高之比计算表层次917.2517.252288400.00007541/47758819.9037.152288400.0001621/22176717.7754.922288400.000241/15000616.1271.042288400.000311/11597514.0885.122288400.0003721/9678412.2897.402288400.0004261/8458311.68109.082288400.0004771/7552211.10120.462288400.0005261/6839111.38131.841181400.0011161/4749由表可知，对于框架结构楼层间最大侧移与层高之比的限值1/550，本框架最大层间位移在第一层为1/4749，满足要求。框架的抗侧移的刚度足够。6.3风荷载作用下的内力计算框架结构在风荷载作用下（从左吹向右）下的内力计算，仍采用D值法。如下图计算表格，风荷载作用下的内力计算：表6.5风荷载作用下A、F轴柱端剪力和梁端、柱端弯矩计算层号（KN）(KN)(m)(KN.m)(KN.m)917.25228840422100.1843.171.087.993.42837.15228840422100.1846.831.4414.759.84754.92228840422100.18410.111.6220.0216.38671.04228840422100.18413.071.6225.8821.17585.12228840422100.18415.661.6231.0125.37497.40228840422100.18417.921.8032.2632.263109.08228840422100.18420.071.8036.1336.132120.46228840422100.18422.161.8039.8939.891131.84118140265900.22529.663.5551.88105.29表6.6风荷载作用下C、D轴柱端剪力和梁端、柱端弯矩计算层号（KN）(KN)(m)(KN.m)(KN.m)917.25228840722100.3165.451.4411.777.85837.15228840722100.31611.741.6223.2519.02754.92228840722100.31617.361.7631.8730.55671.04228840722100.31622.451.8040.4140.41585.12228840722100.31626.901.8048.4248.42497.40228840722100.31630.781.8055.4055.403109.08228840722100.31634.471.8062.0562.052120.46228840722100.31638.071.8068.5368.531131.84118140324800.27536.262.6596.0996.09表6.7风荷载作用下梁端剪力及柱轴力的计算层次梁端剪力(KN)柱轴力(KN)AC跨CD跨DF跨A轴C轴F轴D轴91.613.741.61-1.61-2.13-2.132.132.13-1.6183.899.873.89-5.50-5.98-5.985.985.98-5.5076.3816.166.38-11.88-9.78-9.789.789.78-11.8868.9722.538.97-20.85-13.56-13.5613.5613.56-20.85511.1328.2011.13-31.98-17.07-17.0717.0717.07-31.98412.6132.9612.61-44.59-20.35-20.3520.3520.35-44.59314.6737.2814.67-59.26-22.61-22.6122.6122.61-59.26216.2941.4616.29-75.55-25.17-25.1725.1725.17-75.55120.0452.2620.04-36.33-32.22-32.2232.2232.22-36.33注：轴力压力为＋，拉力为－。图6.2风荷载作用下梁端柱端M图(KN/m)7.框架结构的内力组合多种荷载作用在结构上须考虑荷载组合，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。内力组合列表进行（组合过程详见表6.1和表6.2）。内力组合时，竖向荷载作用下是用调幅后的弯矩，水平荷载考虑左右两方向作用。按《高层建筑混凝土结构技术规程》（JGJ-2002）规定，内力组合分为无震各有震两种组合：无震组合①S=13.5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）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，端部正弯矩可能大于跨中正弯矩，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。表7.1梁内力的组合层截面内力①SGK②SQK③SWK④SGE⑤SEhK1.35①+1.4×0.7②1.2①+1.4(②+0.6③)1.2①+1.4(0.7②+③)1.2④+1.3⑤1.3⑤-④九AM-67.82-28.86±7.99-125.54±44.43-119.84-120.85-120.85-208.41-183.30V91.2638.03∓1.61167.32±8.95160.47149.04149.04212.42178.96M-119.86-49.54±5.04-218.94±28.07-210.36-199.44-199.44-299.22-255.43V-106.38-44.03∓1.61-194.44±8.95-186.76-173.06-173.06-244.96-206.08M-67.30-20.64∓6.73-108.58±37.42-111.08-110.41-110.41-178.94-157.23V19.5310.13∓3.7439.79±20.79-36.29-38.60-38.60-74.78-66.82跨中106.2743.88±1.48194.03±8.18186.47172.60172.60243.47204.66-49.72-11.520-72.76±0-78.41-70.95-70.95-87.31-72.76八AM-79.45-38.45±18.17-156.35±91.21-144.94-158.46-158.46-306.19-274.92V125.1839.54∓3.89204.26±19.57207.74194.41194.41270.55229.70M-101.85-48.70∓13.33-199.25±67.31-185.22-188.61-188.61-326.60-286.75V-131.68-42.52∓3.89-216.72±16.57-219.44-205.13-205.13-281.61-238.26M-41.33-20.89±17.77-83.11±89.72-76.27-94.95-94.95-216.37-199.75V16.7810.13∓9.8737.04±49.8432.5843.8843.88109.24101.83跨中169.4139.50±2.42248.41±11.95267.41245.39245.39313.63263.95-26.23-11.77±0-49.77±0-46.95-43.01-43.01-59.72-49.77七AM-76.52-37.48±29.86-151.48±141.00-140.03-170.36-170.36-365.08-334.78V124.8139.42∓6.38203.65±30.31207.13197.34197.34283.78243.05M-101.46-48.70∓21.81-198.86±163.72-184.70-200.01-200.01-451.47-411.70V-132.05-42.64∓6.38-217.33±30.31-220.05-209.18-209.18-300.20-256.73M-40.65-21.17±29.08-82.99±138.34-75.62-110.24-110.24-279.43-262.83V16.7810.13∓16.1637.04±76.8332.5852.6952.69144.33136.92跨中171.0739.50±4.03250.07±11.36269.65249.64249.64314.85264.84-25.55-12.05±0-49.65±0-46.30-42.47-42.47-59.58-49.65六AM-76.52-37.48±42.26-151.48±194.21-140.03-187.72-187.72-434.25-403.95V124.8139.42±8.97203.65±41.24207.13200.96200.96297.99257.26M-101.46-48.70∓30.41-198.86±139.83-184.70-212.05-212.05-420.41-380.64V-132.05-42.64∓8.97-217.33±41.24-220.05-212.81-212.81-314.41-270.94M-40.65-21.17±40.55-82.99±186.44-75.62-126.30-126.30-341.96-325.36V16.7810.13∓22.5337.04±103.5832.5861.6161.61179.10171.69跨中171.0739.50±5.93250.07±27.19269.65252.30252.30335.43285.42-25.55-12.05±0-49.65±0-46.30-42.47-42.47-59.58-49.65五AM-76.52-37.48±52.08-151.48±233.89-140.03-201.47-201.47-485.83-455.54V124.8139.42∓11.13203.65±49.92207.13203.99203.99309.28268.55M-101.46-48.70∓38.07-198.86±170.49-184.70-222.78-222.78-460.27-420.50V-132.05-42.64∓11.13217.33±49.92-220.05-215.83-215.83-325.69-282.23M-40.65-21.17±50.76-82.99±252.55-75.62-140.59-140.59-427.91-411.31V16.7810.13∓28.2037.04±126.2932.5869.5469.54208.63201.22跨中171.0739.50±7.01250.07±31.70269.65253.81253.81341.29291.28-25.55-12.05±0-49.65±0-46.30-42.47-42.47-59.58-49.65四AM-76.52-37.66±57.63-151.84±252.53-140.21-209.41-209.41-510.50-480.13V124.8139.42∓12.61203.65±49.67207.13206.06206.06308.95268.22M-101.46-48.70∓44.49-198.86±194.76-184.70-231.76-231.76-491.82-452.05V-132.05-42.64∓12.61-217.33±49.67-220.05-217.90-217.90-325.37-281.90M-40.65-21.12±59.33-82.89±259.67-75.58-152.54-152.54-437.04-420.46V16.7810.13∓32.9637.04±144.2632.5876.2176.21231.99224.58跨中171.0739.90±6.57250.87±28.89270.05253.58253.58338.60288.43-25.55-12.00±0-49.55±0-46.25-42.42-42.42-59.46-49.55三AM-76.52-37.66±68.49-151.84±291.40-140.21-224.62-224.62-561.03-530.66V124.8139.42∓14.67203.65±62.41207.13208.94208.94325.51284.78M-101.46-48.70∓50.34-198.86±214.09-184.70-239.95-239.95-516.95-477.18V-132.05-42.64∓14.67-217.33±62.41-220.05-220.79-220.79-341.93-298.46M-40.65-21.12±67.11-82.89±285.45-75.58-163.43-163.43-470.55-453.98V16.7810.13∓37.2837.04±158.5832.5882.2682.26250.60243.19跨中171.0739.90±9.08250.87±38.66270.05257.10257.10351.30301.13-25.55-12.00±0-49.55±0-46.25-42.42-42.42-59.46-49.55二AM-76.52-37.66±76.02-151.84±311.47-140.21-235.16-235.16-587.12-508.86V124.8639.44∓16.29203.74±66.72207.21211.29211.29331.22331.58M-101.46-48.70∓55.96-198.86±228.93-184.70-247.82-247.82-536.24-487.45V-132.00-42.62∓16.29-217.24±66.72-219.97222.97-222.97-347.42-349.13M-40.65-21.12±74.62-82.89±365.23-75.58-173.95-173.95-574.27-472.99V16.7810.13∓41.4637.04±169.5732.5888.1188.11264.89217.72跨中171.0739.90±10.03250.87±41.27270.05258.43258.43354.70367.40-25.55-12.00±0-49.55±0-46.25-42.42-42.42-59.46-64.42一AM-71.34-34.68±91.77-140.7±361.13-130.30-248.07-248.07-638.31-544.04V124.3639.11∓20.04202.58±78.43206.21215.62215.62345.06341.78M-99.34-49.62∓70.55-198.58±274.19-182.74-266.61-266.61-594.74-532.34V-132.50-42.95∓20.04-218.4±78.43-220.97-229.15-229.15-364.04-362.35M-49.55-23.71±94.07-96.97±365.59-90.13-214.39-214.39-591.63-491.65V16.7810.13∓52.2637.04±203.1132.58103.23103.23308.49251.26跨中174.7240.93±10.61256.58±43.47275.98264.63264.63364.41377.02-34.45-14.59±0-63.63±0-60.81-55.64-55.64-76.36-82.72柱内力组合表表6.2层柱截内①②③④⑤1.35①+1.4×0.7②1.2①+1.4(②+0.6③)1.2①+1.4(0.7②+③)1.2④+1.3⑤位面力SGKSQKSWKSGESEhK|Mmax|NmaxNmin|Mmax|NmaxNmin|Mmax|NmaxNmin|Mmax|NmaxNmin九A上M79.7933.95∓7.9996.77∓44.43140.99140.99107.72119.33119.3389.04140.21140.2184.56173.88173.8858.37N200.2172.64±1.61236.53±8.95341.47341.47270.28343.30343.30238.90313.69313.69238.00295.47295.47272.20V91.2638.03∓1.61110.28∓8.95160.47160.47123.2051.2051.20108.16149.04149.04107.26143.97143.97120.70下M-58.32-26.34±3.42-71.49±19.04-104.55-104.55-78.73-72.86-72.86-67.11-100.59-100.59-65.20-110.54-110.54-61.04N246.0272.64±1.61282.34±8.95403.31403.31332.13296.58296.58293.87368.67368.67292.97350.44350.44327.17V91.2638.03∓1.61110.28∓8.95160.47160.47123.20110.86110.86108.16149.04149.04107.26143.97143.97120.70C上M-81.833-24.02∓11.77-93.84∓65.49-134.01-134.01-110.47-108.09-108.09-88.31-138.22-138.22-81.72-197.75-197.75-27.47N389.19141.88±2.13460.13±11.84664.45664.45525.41468.82468.82465.24609.05609.05464.05567.55567.55536.76V-106.38-44.03∓3.74-128.40∓20.79-186.76-186.76-143.61-83.27-83.27-124.51-176.04-176.04-122.42-181.11-181.11-127.05下M24.3411.68±7.8530.18±43.6644.3144.3132.86137.50137.5022.6151.6451.6418.2292.9792.97-20.54N435.00141.88±2.13505.94±11.84726.29726.29587.25577.03577.03520.21664.02664.02519.02622.52622.52591.74V-106.38-44.03∓3.74-128.40∓20.79-186.76-186.76-143.61-167.67-167.67-124.51-176.04-176.04-122.42-181.11-181.11-127.05八A上M35.1518.89∓14.7544.60∓72.1765.9665.9647.45156.27156.2729.7981.3481.3421.53147.34147.34-40.30N442.43146.79±5.50515.83±28.52741.13741.13597.28588.78588.78526.30682.47682.47523.22656.07656.07581.92V125.1839.54∓3.89144.95∓19.57207.74207.74168.99119.86119.86146.95194.41194.41155.66199.38199.38148.50下M-50.86-23.85±9.84-62.79±48.21-92.03-92.03-68.66-129.33-129.33-52.77-98.18-98.18-47.26-138.02-138.02-12.68N488.24146.79±5.50561.64±28.52802.98802.98659.12528.87528.87581.27737.44737.44578.19711.04711.04636.89V125.1839.54∓3.89144.95∓19.57207.74207.74168.99169.84169.84146.95194.41194.41144.77199.38199.38148.50C上M-48.86-21.03∓23.25-59.38∓113.39-86.57-86.57-65.96120.47120.47-39.10-111.79-111.79-26.08-218.66-218.6676.15N810.38295.53±5.98958.15±42.111383.631383.631094.01915.84915.84977.481270.451270.45964.081204.521204.521095.04V-131.38-42.52∓9.87-152.64∓49.84-219.03-219.03-177.36-139.50-139.50-149.37-213.14-213.14-143.84-247.96-247.96-118.38下M22.1311.07±19.0227.67±92.7840.7240.7229.88248.04248.0410.5864.0364.03-0.07153.82153.82-87.41N856.19295.53±5.981003.96±42.111445.481445.481155.861087.811087.811022.401325.421325.421019.061259.501259.501150.01V-131.68-42.52∓9.86-152.94∓49.84-219.44-219.44-177.77-199.69-199.69-149.73-213.49-213.49-144.21-248.32-248.32-118.74层柱截内①②③④⑤1.35①+1.4×0.7②1.2①+1.4(②+0.6③)1.2①+1.4(0.7②+③)1.2④+1.3⑤位面力SGKSQKSWKSGESEhK|Mmax|NmaxNmin|Mmax|NmaxNmin|Mmax|NmaxNmin|Mmax|NmaxNmin七A上M39.1620.24∓20.0249.28∓93.6972.7072.7052.8780.6880.6830.1894.8694.8618.96180.93180.93-62.66N684.28220.82±11.88794.69±58.831140.181140.18923.782536.502536.50811.161054.171054.17804.501030.111030.11877.15V124.8139.42∓6.38144.52∓30.31207.13207.13168.4995.4695.46144.41197.34197.34140.84212.83212.83134.02下M-50.86-23.85±16.38-38.94±76.6645.2945.2968.66-74.79-74.79-47.27-107.34-107.34-38.10-146.39-146.3952.93N730.09220.82±11.88840.50±58.831202.031202.03985.62886.09886.09866.131109.141109.14859.481085.081085.08932.12V124.8139.42∓6.38144.52∓30.31207.13207.13168.49155.13155.13144.41197.34197.34140.84212.83212.83134.02C上M-49.40-21.17∓31.87-59.99∓149.24-87.44-87.44-66.69-86.05-86.05-32.51-124.64-124.64-14.66-266.00-266.00122.02N1231.94449.30±9.781456.59±88.632103.432103.431663.121486.541486.541470.111932.331932.331464.641863.131863.131632.69V-132.05-42.64∓16.16-153.37∓76.83-220.05-220.05-178.27-124.50-124.50-172.03-222.87-222.87-135.84-283.92-283.92-84.17下M22.1311.07±30.5527.67±143.0340.7240.7229.88153.91153.910.8980.1780.17-16.21219.14219.14-152.74N1277.75449.30±9.781502.40±88.632165.282165.281724.961594.761594.761525.081987.311987.311519.611918.101918.101687.66V-132.05-42.64∓16.16-153.37∓76.83-220.05-220.05-178.27-208.91-208.91-144.89-222.87-222.87-135.84-283.92-283.92-84.17六A上M39.1920.24∓25.8849.31∓117.5572.7472.7452.91170.46170.4625.29103.10103.1010.80211.99211.99-93.64N926.13294.85±20.851073.56±100.071539.231539.231250.281182.111182.111093.841429.501429.501082.171418.361418.361158.18V124.8139.42∓8.97144.52∓41.24207.13207.13168.49123.68123.68142.24200.96200.96137.21227.04227.04119.81下M-50.86-23.85±21.17-62.79±96.18-92.03-92.03-68.66119.82119.82-43.25-114.04-114.04-31.39-200.38-200.3849.69N971.94294.85±120.851119.37±100.071601.071601.071312.121206.201206.201064.811624.4