六层框架结构住宅毕业设计说明.doc

'....目录第1章设计条件·11.1建筑设计资料11.1.1工程地质报告摘要11.1.2气象条件摘要11.1.3活荷载11.1.4该地区基本烈度为7度（近震）1第2章结构选型及布置22.1结构布置及计算简图的确定22.2承重方案选择22.3梁、柱截面尺寸初估22.4结构计算简图4第3章荷载计算53.1恒荷载计算53.1.1屋面及楼面恒荷载计算53.1.2．屋面及楼面活荷载计算63.1.3．梁，柱，墙，门窗重力荷载的计算63.1.4．荷载等效转化93.1.5屋面框架节点集中荷载标准值103.2屋面及楼面活荷载计算11第4章横向框架侧移刚度计算124.1计算梁、柱的线刚度124.1.1梁的线刚度计算124.1.2柱的线刚度计算134.2柱的侧移刚度D值的计算134.2.1框架侧移刚度D值的计算134.2.2不同层刚度D值的计算14第5章横向水平荷载作用下框架结构的力和侧移计算145.1横向风荷载作用下框架结构力和侧移计算145.1.1风荷载作用计算145.1.2风荷载作用下框架结构力计算15.... ....5.2横向地震力荷载作用下框架结构力和侧移计算185.2.1基本情况185.2.2地震力荷载标准值195.2.3横向自振周期计算205.2.4横向水平地震作用计算215.2.5地震力荷载作用下的水平位移验算235.2.6水平地震作用下框架力计算23第6章竖向荷载作用下横向框架结构的力计算286.1恒荷载作用下的力计算286.1.1线刚度计算286.1.2恒荷载转化286.1.3分层法计算恒荷载作用下梁端弯矩296.1.4恒载作用下的剪力计算386.2活荷载作用下的力计算406.2.1活荷载转化406.2.2分层法计算活荷载作用下梁端弯矩406.2.3活载作用下的剪力计算45第7章梁、柱的力组合467.1梁的力组合467.1横梁力组合477.2框架柱力组合50第8章梁、柱的截面设计578.1框架梁的配筋计算（仅以一层梁为例说明计算过程）：578.1.1正截面受弯承载力计算578.1.2斜截面受弯承载力计算618.2柱截面设计628.2.1已知条件628.2.2构造要求638.2.3剪跨比和轴压比验算638.2.4柱正截面承载力计算658.2.5柱斜截面承载力计算748.3节点设计778.4楼板设计778.4.1A区格板的计算77第9章基础设计81.... ....9.1基础截面计算819.2地基承载力及基础冲切验算819.2.1地基承载力验算819.2.2地基抗冲切验算829.3基础底板配筋计算83第10章结束语85参考文献86致88.... ....第1章设计条件1.1建筑设计资料本建筑为襄樊市市区一小区住宅楼。采用钢筋混凝土全现浇框架结构，建筑面积3000m2，占地面积467.28m2。共六层楼，底层层高2.2m，其余各层层高均为2.8m。本建筑总长为47.2m，总宽为9.9m，建筑总高为18.4m。1.1.1工程地质报告摘要拟建场地为池塘经人工填筑而成，地形平坦，场地分层情况如下：第1层为杂填土，厚0.5m;第2层为灰色粘土，厚8m;第3层为褐色粉质粘土(未揭穿)。拟建场地围，浅部填土为上层滞水，主要受大气降水及地表排水影响，地下水位为1.5—2.0m;承压孔隙含水层。地下水对混凝土无侵蚀性。1.1.2气象条件摘要主导风向：东北风基本风压：W0=0.55KN/m2基本雪压：S0=0KN/m21.1.3活荷载查《建筑结构荷载规》可知上人屋面均布活荷载标准值为2.0KN/m2楼面活荷载为：2.0KN/m2楼梯活荷载为：2.0KN/m21.1.4该地区基本烈度为7度（近震）.... ....第2章结构选型及布置2.1结构布置及计算简图的确定主体结构共6层，底层层高2.2m，其余各层层高均为2.8m，填充墙砌240厚空心砌块砖，门窗详见门窗表，楼层屋盖均为现浇钢筋砼结构。板厚取100mm：2.2承重方案选择该建筑为住宅楼，采用横向框架承重方案，三柱两跨不等跨的形式。柱网布置形式详见建筑平面图。2.3梁、柱截面尺寸初估1.梁截面尺寸的估算：1.BD跨：主梁：L=5400㎜,取500㎜，取200㎜故框架横纵梁的截面尺寸为b×h=250㎜×500㎜故框架横纵梁的截面尺寸为b×h=200㎜×400㎜2.AB跨：主梁：L=4500㎜,取500㎜，取200㎜故框架梁的截面尺寸为b×h=200㎜×500㎜.... ....估算梁的截面尺寸（㎜）及各层混凝土强度等级表2.1层数混凝土强度等级横梁（b×h）纵梁（b×h）次梁（b×h）AB跨BD跨200×500200×4001~6C30200×500200×5002.柱截面尺寸的估算框架柱截面尺寸根据柱的轴压比限制，按下式计算：1.柱组合的轴压比设计值按照公式1－1计算：(1－1)式中：：为考虑地震作用组合后柱轴力压力增大系数，边柱取1.3，等跨柱取1.2,不等跨取1.25；:为按照简支状态计算柱的负荷面积；：为折算后在单位面积上的重力荷载代表值，近似取14KN/;:为验算截面以上楼层层数；2.框架柱验算.... ....(1－2)由计算简图2－1可知边柱和中柱的负载面积可知：中柱：（5.4＋4.5）/2×(3.9+3.9)/2=19.3㎡边柱：（3.9＋3.9）/2×5.4/2=10.5㎡边柱：中柱：根据上述计算结果，并综合考虑其他因素，取柱截面为正方形，初步估计柱的尺寸为500㎜×500㎜＝250000>，为计算简便中柱和边柱的尺寸相同，均为500㎜×500㎜。故初选柱的尺寸为500㎜×500㎜。2.4结构计算简图图2-1框架结构梁，柱尺寸.... ....注：室外高差0.30m,基础埋深0.5m,底层h=0.3+0.5+2.2=3.0m第3章荷载计算3.1恒荷载计算3.1.1屋面及楼面恒荷载计算1.屋面防水层（刚性）30厚C20细石混凝土1.0KN/㎡找平层（柔性）3毡4油油铺小石子0.4KN/㎡找平层：15厚水泥砂浆0.015m×20＝0.3KN/㎡找坡层：40厚水泥石灰砂浆3‰找平0.04m×14＝0.56KN/㎡保温层：80厚矿渣水泥0.08m×14.5＝1.16KN/㎡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6.09KN/㎡2.标准层楼面：石楼面石面层，水泥砂浆擦缝30厚1：3干硬性水泥砂浆面上撒2厚素水泥1.16KN/㎡水泥浆结合层1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：3.83KN/㎡3.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/㎡3.1.2．屋面及楼面活荷载计算1.根据《荷载规》查得：上人屋面：2.0KN/㎡楼面：2.0KN/㎡(宿舍楼)2.雪荷载Sk=0KN/㎡屋面活荷载与雪荷载不同时考虑，两者取大者.3.1.3．梁，柱，墙，门窗重力荷载的计算1.梁自重：1.边横梁，中横梁，纵梁：b×h=200㎜×500㎜梁自重：25×0.2m×(0.5m-0.1m)=2.0KN/㎡.... ....抹灰层10厚混合砂浆：0.01m×[(0.5m-0.1m)×2+0.2m]×17=0.170KN/㎡合计：2.170KN/㎡2.次梁：b×h=200㎜×400㎜梁自重：25×0.20m×(0.4m-0.1m)=1.5KN/m抹灰层10厚混合砂浆：0.01m×[(0.4m-0.1m)×2+0.20m]×17=0.136KN/㎡合计：1.636KN/㎡3.基础梁：b×h=200㎜×400㎜梁自重：25×0.20m×0.4m=2.0KN/m2.柱自重：1.柱：b×h=500㎜×500㎜柱自重：25×0.5m×0.5m=6.25KN/m抹灰层10厚混合砂浆：0.01m×0.5m×4×17=0.34KN/㎡合计：6.59KN/㎡2.构造柱：b×h=240㎜×240㎜柱自重：25×0.24m×0.24m=1.44KN/m抹灰层10厚混合砂浆：0.01m×0.24m×0.24m×2×17=0.16KN/㎡合计：1.6KN/㎡.... ....3.外纵墙自重：标准层纵墙：（2.8-1.5）m×0.24m×18=5.616KN/m铝合金窗：0.35KN/㎡×1.5m=0.525KN/m瓷砖外墙面：（2.8m-1.5m）×0.5KN/㎡=0.65KN/m水泥粉刷墙面：（2.8m-1.5m）×0.36KN/㎡=0.845KN/m合计：7.636KN/㎡底层：卷闸门：0.45KN/㎡×2.2m=0.99KN/m瓷砖外墙面：2.2×0.5KN/㎡=1.1KN/m合计：2.09KN/㎡4.墙自重：标准层纵墙：（2.8m-0.5m）×0.12m×18=4.968KN/m水泥粉刷墙面：2.3m×0.36KN/㎡×2=1.656KN/m合计：6.624KN/㎡底层：纵墙：（3.0m-0.5m）×0.12m×18=5.4KN/m水泥粉刷墙面：2.5m×0.36KN/㎡×2=1.8KN/m合计：7.2KN/㎡.... ....3.1.4．荷载等效转化1.D～B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：2.17KN/mD～B轴间框架梁均布荷载为：屋面梁：恒载＝梁自重＋板传荷载＝2.17KN/m+19.35KN/m=21.52KN/m活载＝板传荷载＝6.357KN/m楼面板传荷载：恒载＝梁自重＋板传荷载＝2.17KN/m+12.174KN/m=14.344KN/m活载＝板传荷载＝6.357KN/m2.B～A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：2.17KN/mB～A轴间框架梁均布荷载为：屋面梁：恒载＝梁自重＋板传荷载＝2.17KN/m+17.67KN/m=19.84KN/m活载＝板传荷载＝5.80KN/m楼面板传荷载：恒载＝梁自重＋板传荷载＝2.17KN/m+11.11KN/m=13.28KN/m活载＝板传荷载＝5.80KN/m3.1.5屋面框架节点集中荷载标准值顶层柱：D轴,A轴柱纵向集中荷载计算：女儿墙自重：（做法：墙高1100㎜,100㎜的混凝土压顶）边柱连系梁自重:粉刷：连系梁传来屋面自重：KN边节点D，A集中荷载：=40.53KN中柱连系梁自重:粉刷：连系梁传来屋面自重：KNB节点集中荷载：57.12KN3.1.4楼面框架节点集中荷载：边柱联系梁自重(含粉刷).... ....0.20×0.5×2.17×25+0.02×（0.5-0.1）×2×2.17×17=6.02KN次梁自重（含粉刷）0.20×0.40×1.64×25×0.5+（0.40-0.1）×0.02×1.64×17=1.72KN钢窗自重：1×1.5×1.5×0.45=1.01KN窗下墙体自重：（3.9-1.5）×0.9×0.24×18=9.33KN窗下墙体粉刷：2×0.02×（2.8-1.5）×17=0.88KN框架柱自重(含粉刷)：0.50×0.50×2.8×25+0.50×2.8×0.02×2×17=18.49KN联系梁传来楼面自重：KN中间层边节点集中荷载：60.61KN中柱联系梁自重(含粉刷)：9.75+1.06=10.81KN次梁自重(含粉刷)：1.72KN纵墙自重(含粉刷，扣除门洞重加上门重)：（3.9-0.9）×(2.8-0.4)×0.12×18=15.55KN（3.9-0.9）×(2.8-0.4)×2×0.02×17=4.90KN框架柱自重(含粉刷)：18.49KN联系梁传来楼面自重：KN中间层中节点集中荷载：97.78KN3.2屋面及楼面活荷载计算上人屋面均布活荷载标准值:2.0kN/m2屋面雪荷载标准值:0kN/m2==KNKN.... ....==KNKN第4章横向框架侧移刚度计算4.1计算梁、柱的线刚度4.1.1梁的线刚度计算梁柱混凝土标号均为C30，EC=3.0*107KN/m2，在框架结构中，现浇层的楼面可以作为梁的有效翼缘，增大梁的有效刚度，减少框架侧移。考虑这一有利作用，在计算梁的截面惯性矩时，对现浇楼面的框架梁取I=2I0。梁的线刚度计算表4-1类型跨度截面积线刚度.... ....500高5.40.20×0.5023150500高4.50.20×0.5027777注：表中(KNm)4.1.2柱的线刚度计算柱的线刚度计算表4-2注：表中(KNm)4.2柱的侧移刚度D值的计算其中为柱侧移刚度修正系数，为梁柱线刚度比，不同情况下，、取值不对于一般层：对于底层：4.2.1框架侧移刚度D值的计算层次边柱D轴（13根）边柱A轴（13根）中柱（15根）KDiKDiKDi2至60.4150.182144800.910.293245100.4980.19917027841070.... ....10.4440.320281890.9100.481333700.5330.4082831912613404.2.2不同层刚度D值的计算首层的侧移刚度：=1261340N/mm其他层的侧移刚度：=841070N/mm图4-1相对线刚度第5章横向水平荷载作用下框架结构的力和侧移计算5.1横向风荷载作用下框架结构力和侧移计算5.1.1风荷载作用计算荷载标准值基本风压w0=0.55kN/m2，地面粗糙度为C类。本章计算以左风为例。，建筑物高度18.4m<30m，故βz=1.0。对于矩形平面，μs=1.3.... ....计算过程见下表（其中z为框架节点至室外地面的高度；A为一榀框架各层节点的受风面积:A6=3.9(1.1+2.8/2）=9.75m2A5=A4=A3=A2=3.92.8=10.92m2A1=3.9[2.8/2+3/2])=11.31m2表5-1楼层高度z(m)μzwk(kN/m2)A(m2)P(kN)六16.50.780.519.754.97五13.70.740.5610.926.12四10.90.740.4810.925.24三8.10.740.4810.925.24二5.30.740.4810.925.24一2.50.380.2511.312.835.1.2风荷载作用下框架结构力计算采用D值法。在求得框架第I层的层间剪力后，I层j柱分配到的剪力以及柱上、下端的弯矩、分别按下列各式计算：柱端剪力计算公式为柱端弯矩计算公式为，.... ....需要注意的是，风荷载作用下的反弯点高比是根据表：均布水平荷载作用下各层标准反弯点高度比查得。梁端弯矩、剪力以及柱轴力分别按照下列公式计算：；；；层柱端弯矩及剪力计算表5-2层次hV边柱DKYM下M上62.84.97841070144800.100.4150.210.060.2252.811.09841070144800.220.4150.350.220.4042.816.33841070144800.330.4150.410.380.5432.821.57841070144800.430.4150.450.540.6622.826.81841070144800.540.4150.550.830.6813.029.641261340281890.660.4440.771.520.46层柱端弯矩及剪力计算表5-3.... ....层次hV边柱AKYM下M上62.84.97841070170270.100.4980.250.070.2152.811.09841070170270.220.4980.350.220.4042.816.33841070170270.330.4980.450.420.5132.821.57841070170270.430.4980.450.540.6622.826.81841070170270.540.4980.550.830.6813.029.641261340283190.660.5330.731.440.53层柱端弯矩及剪力计算表5-4层次hV中柱BKYM下M上62.84.97841070245100.170.9100.350.170.3152.811.09841070245100.380.9100.410.440.6342.816.33841070245100.560.9100.450.700.8632.821.57841070245100.730.9100.450.921.1222.826.81841070245100.910.9100.551.271.0213.029.641261340333701.010.9100.731.971.06梁端弯矩及剪力轴力计算表5-5层次梁DB梁BA柱轴力M左M右LVM左M右LV边柱D中柱B边柱A60.220.145.40.070.170.314.50.110.070.040.1150.460.365.40.150.440.84.50.270.220.160.3840.760.585.40.250.721.34.50.450.470.360.83.... ....31.040.825.40.341.01.824.50.630.810.651.4621.220.815.40.381.071.944.50.671.190.942.0311.291.055.40.431.282.334.50.801.621.312.93风荷载作用下弯矩、剪力、轴力图5.2横向地震力荷载作用下框架结构力和侧移计算5.2.1基本情况本建筑抗震设防烈度为7度，房屋高度未超过30m的丙类建筑，抗震等级为三级。框架属于规则框架，采用底部剪力法计算框架承受的水平地震作用，根据工程地质报告和土的类型划分，判定为二类场地，由设计地震分组为第一组查相关规得特征周期系数Tg=0.35s..... ....5.2.2地震力荷载标准值地震力荷载标准值包括全部恒荷载值和部分活荷载值。其中屋盖处活载仅取雪荷载一半。重力荷载值按整个框架结构计算，然后平均分配到各榀框架。计算见下表（一）重力荷载代表值计算G=q×s1．屋面雪荷载标准值不考虑。2．屋面、楼面活荷载标准值Q1k=Q2k=Q3k=Q4k=Q5k=Q6k=2.0×(9.9×47.2-6×2.6×2)=2.0×436.08=872.16kN3．屋盖、楼盖自重G6k=6.09×436.08=2655.7kNG1k=G2k=G3k=G4k=G5k=3.83×436.08=1670.2kN4．女儿墙自重G’=1.1×（9.9×2+47.2×2-2.6×2）×0.24×19=546.74kN5．顶层楼梯间自重（高2.2m）2.6×6×2.2×3.17+(6×4+2.6×4)×2.2×0.24×19+2×(6×4+2.6×4)×2.2×0.02×17=505.2kN6．二～六层柱梁墙等自重柱自重（45根柱）0.5×0.5×2.8×25×45=785.5kN柱粉刷0.5×4×2.8×0.02×17×45=85.68kN梁（含粉刷）自重2.17×（9.9×11+3.9×2+6×4）+1.63×3.9×4=330.71kN门面积2.1×0.9×36=68.04m2窗面积1.5×1.5×14+2.4×1.8×4+1.5×1.2×4+0.9×1.2×4=60.28m2门窗自重68.04×0.2+60.28×0.45=40.73kN墙体自重19×[(47.2×2+9.9×2+8.4×12+20×3.3)×0.24×2.8-(68.04+60.28)×0.24]=4342.68kN墙体粉刷[(47.2×2+9.9×2+8.4×12+20×3.3)×2.8-(68.04+60.28)]×2×0.02×17=447.76k.... ....小计6032.56kN7．底层柱梁墙等自重柱自重0.5×0.5×3.0×25×45=843.75kN柱粉刷0.5×4×2.2×0.02×17×45=64.26kN梁（含粉刷）自重2.17×（9.9×11+3.9×2+6×4）+1.63×3.9×4=330.71kN门面积2.4×1.8×24=103.68m2窗面积0m2门窗自重103.68×0.45=46.66kN墙体自重19×(9.9×2+6×4+2.6×2)×0.24×2.2=491.57kN墙体粉刷(9.9×2+6×4+2.6×2)×2.2×2×0.02×17=73.30KN小计1850.77kN恒荷载取全部，活荷载取50%，各层重力荷载集中于楼屋盖标高处，其代表值汇总如下：5.2.3横向自振周期计算（二）地震作用计算按顶点位移法计算，考虑填充墙对框架刚度的影响，取基本周期调整系数=0.6。计算公式为,式中为顶点位移（单位为m）过，按D值法计算，过程如下表：表5-6层次Gi（kN）Di(kN/m)(m).... ....（kN）(m)67159.727159.728410700.00850.194258138.28152988410700.01800.185748138.282343.288410700.02860.167738138.2831574.568410700.03750.139128138.2839712.848410700.04720.101616047.2845760.1212613400.05440.0544T1=1.7×0.6×=0.449s5.2.4横向水平地震作用计算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，则，为水平地震影响系数最大值。由于，则顶点附加地震作用系数，相应于结构基本自振周期的地震影响系数根据反应谱曲线计算（式中为阻尼调整系数,除有专门规定外,建筑结构的阻尼比应取0.05,相应的），结构的等效总重=0.8545760.12=38896.10kN.... ....Fi=（1-）=各层横向地震作用及楼层地震剪力计算如下表：表5-7层次ihi（m）Hi（m）Gi（kN）GiHi（kN∙m）FiVi62.817.07259.72121715.20.3021409.61409.652.814.28138.28115563.50.2871339.62749.242.811.48138.2892776.40.2301073.53822.732.88.68138.2869989.20.174812.24634.822.85.88138.2847202.00.117546.15180.912.83.06047.2818141.80.045210.05390.9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图6水平地震作用分布图7层间剪力分布.... ....5.2.5地震力荷载作用下的水平位移验算水平地震作用下框架结构的层间位移，计算过程见下表，表中还计算了各层的层间相对弹性转角=/hi横向水平地震作用下的位移验算表5-8层次Vi层间侧移刚度Dihiθe=61409.68410700.00122.81/233352749.28410700.00332.81/84943822.78410700.00402.81/70034634.88410700.00452.81/62225180.98410700.00502.81/55315390.912613400.00432.81/698由表中计算结果可见，最大层间相对弹性转角发生在第2层，其值为1/553＜1/550，满足要求。5.2.6水平地震作用下框架力计算反弯点高度比,,,计算结果列于下表：对于梁端弯矩、剪力及柱轴力发别按下式计算：（计算过程略），，，Vb=(Mbl-Mbr)/l，Ni=[其中i表示线刚度，l、r、m表示左、右、中。].... ....各层柱端弯矩及剪力计算表5-9层次hV边柱DKYM下M上62.81049.68410701448018.070.4150.2110.6239.9752.82749.28410701448047.330.4150.3546.3886.1442.83822.78410701448065.820.4150.4175.56108.7332.84634.88410701448079.800.4150.45100.55122.8922.85180.98410701448089.200.4150.55137.37112.3913.05390.912613402818992.810.4440.77214.4064.04各层柱端弯矩及剪力计算表5-10层次hV边柱AKYM下M上62.81049.68410701702721.250.4980.2514.8844.6252.82749.28410701702755.650.4980.3554.54101.2842.83822.78410701702777.390.4980.4597.51119.1832.84634.88410701702793.830.4980.45118.22143.82.... ....22.85180.984107017027104.890.4980.55161.53132.1613.05390.9126134028319109.140.5330.73239.0288.40层柱端弯矩及剪力计算表5-11层次hV中柱BKYM下M上62.81049.68410702451030.590.9100.3529.9855.6752.82749.28410702451080.120.9100.4191.97132.3642.83822.784107024510114.400.9100.45140.36176.1832.84634.884107024510135.060.9100.45170.18207.9922.85180.984107024510150.980.9100.55232.51190.1313.05390.9126134033370142.620.9100.73312.34115.52梁端弯矩及剪力轴力计算表5-12层次梁DB梁BA柱轴力M左M右LVM左M右LV边柱D中柱B边柱A639.9725.3312.0930.3444.62-12.09-4.57-16.66.... ....5.44.516.66597.7673.865.431.6088.48116.164.545.47-43.69-18.44-62.134155.11122.05.451.32146.15173.724.571.08-95.01-38.20-133.213198.45158.505.466.10189.85241.334.595.82-161.11-67.92-166.902212.94163.945.469.80196.37250.384.599.28-230.91-97.40-266.181201.41158.355.466.62189.68249.934.597.69-297.53-128.89-363.87图5-3地震荷载作用下弯矩、剪力、轴力图.... ........ ....第6章竖向荷载作用下横向框架结构的力计算6.1恒荷载作用下的力计算6.1.1线刚度计算详细计算在第四章已给出。恒荷载（竖向）作用下的力计算采用分层法。在分层计算法中，假定上下柱的远端为固定端，而实际上是弹性支承。为了反映这个特点，使误差减小，除底层外，其他层各柱的线刚度均乘以折减系数0.9，另外传递系数也由1/2修正为1/3。6.1.2恒荷载转化在求固端弯矩时，可以将计算简图中梁上梯形和三角形分布荷载化为等效均布荷载荷载等效转换：=0.33,顶层边跨=21.52kN/m（前面已经转化过，下同）顶层边跨=19.77kN/m.... ....中间层边跨中间层边跨荷载等效后的计算简图如下6.1.3分层法计算恒荷载作用下梁端弯矩(1)固端弯矩计算（利用结构对称性，取二分之一结构计算）顶层边跨顶层边跨中间层边跨中间层边跨(2)分层计算弯矩以框架梁及上下相邻柱划分计算单元，标出节点处的弯矩分配系数和梁的固端弯矩，即可进行分配，计算从顶层开始。1）顶层分配系数计算如下.... ....力计算过程如下(kN.m)M图（单位：kN∙m）.... ....2）中间层分配系数计算如下力计算过程如下（单位：kN∙m）M图（KN.M）.... ....3）底层分配系数计算如下同理可得：力计算过程如下（单位：kN∙m）.... ....M图如下（单位：kN∙m）对节点不平衡弯矩进行再次分配，以恒荷载作用下五、六层左上节点为例：①第六层.... ....图22弯矩二次分配图②第五层.... ....其余各节点弯矩分配见图中数据。本设计中梁弯矩考虑塑性力重分布，取调幅系数如下：边跨端部0.80，跨中弯矩值乘以1.2；跨中弯矩计算如下：①第六层：②第五层：③第四层：④第三层：⑤第二层：第一层：.... ....再次分配并调幅后的弯矩图如下：括号中为再次分配后的弯矩，下方小方框中为调幅后的弯矩，大方框中为跨中弯矩。.... ........ ....6.1.4恒载作用下的剪力计算梁端剪力柱轴力，=（+）=6.592.8=18.45kN具体计算结果见下表：恒载作用下DB梁端剪力计算表6-1层号621.525.458.10-2.7655.34-60.86521.975.459.32-1.2558.07-60.57421.975.459.32-1.4657.86-60.78321.975.459.32-1.4657.86-60.78221.975.459.32-1.4857.84-60.80121.975.459.32-1.557.82-60.82恒载作用下BA梁端剪力计算.... ....表6-2层号619.774.544.485.4749.95-39.01520.914.547.053.2050.25-43.85420.914.547.052.6249.67-44.43320.914.547.052.6249.67-44.43220.914.547.052.6449.69-44.41120.914.547.052.6649.71-44.39恒载作用下的剪力和轴力表6-3层次总剪力柱轴力DB跨BA跨D柱B柱A柱655.34-60.8649.95-39.0199.87108.32167.93186.3879.5497.39558.07-59.3250.25-43.85237255.45391.53409.98163.44181.89457.86-56.449.67-44.43373.92392.37577.55596.00327.46345.91357.86-56.449.67-44.43511.84530.29763.57782.02450.96469.41257.84-56.3649.69-44.41648.74667.19969.13987.58574.42592.87157.82-56.3249.71-44.39785.64804.091155.231176.68697.87716.32.... ....6.2活荷载作用下的力计算6.2.1活荷载转化同恒荷载作用下的力计算，可以将计算简图中梁上梯形分布荷载化为等效均布荷载荷载等效转换：=0.33,顶层边跨=6.36kN/m（前面已经转化过，下同）顶层边跨=5.8kN/m中间层边跨中间层边跨6.2.2分层法计算活荷载作用下梁端弯矩(1)固端弯矩计算（利用结构对称性，取二分之一结构计算）顶层边跨顶层边跨中间层边跨中间层边跨(2)分层计算弯矩以框架梁及上下相邻柱划分计算单元，标出节点处的弯矩分配系数和梁的固端弯矩，即可进行分配，计算从顶层开始。1）顶层.... ....力计算过程如下（单位：kN∙m）M图如下：2)中间层力计算过程如下（单位：KN.M）.... ....M图如下（单位KN.M）3）底层力计算过程如下（单位：kN∙m）.... ....M图如下（单位：KN.M）活荷载作用下的弯矩再分配、调幅和跨中弯矩计算同恒荷载。弯矩图如下：.... ........ ....6.2.3活载作用下的剪力计算活载作用下DB梁端剪力计算表6-4层号66.365.417.17-0.9316.24-18.1056.365.417.17-0.3416.83-17.5146.365.417.17-0.4216.75-17.5936.365.417.17-0.4216.75-17.5926.365.417.17-0.4216.75-17.5916.365.417.17-0.4816.69-17.65活载作用下BA梁端剪力计算表6-5层号65.84.513.051.2614.31-11.7955.84.513.050.9413.99-12.1145.84.513.050.9614.01-12.0935.84.513.050.9614.01-12.0925.84.513.050.9614.01-12.0915.84.513.051.0014.05-12.05.... ....活载作用下的剪力和轴力表6-6层次剪力柱轴力DB跨BA跨D柱B柱A柱616.24-18.1014.31-11.7923.8142.2666.0084.4519.3637.81516.83-17.5113.99-12.1166.6685.11130.09148.5457.4975.94416.75-17.5914.01-12.09109.43127.88196.28214.7395.60113.4516.75-17.5914.01-12.09152.20170.65261.47279.92133.71152.1616.75-17.5914.01-12.09194.97213.42326.66345.11171.82190.2716.69-17.6514.05-12.05237.68256.13391.95410.40209.89228.34第7章梁、柱的力组合7.1梁的力组合根据前一章的力计算结果，即可进行框架各层梁柱各控制截面上的力组合，其中梁的控制截面为梁端及跨中。柱分为边柱和中柱，每根柱有2个控制截面。控制截面示意图如下：.... ....计算过程见下页表中，弯矩以下部受拉为正，剪力以沿截面顺时针方向为正，轴力以受压为正。考虑到地震有左震和右震两种情况，而在前面第4章计算地震作用力时计算的是左震作用时的力，则在下表中有1.2(①+0.5②)+1.3⑤和1.2(①+0.5②)-1.3⑤两列，分别代表左震和右震参与组合。因为风荷载效应同地震作用效应相比较小，不起控制作用，则在下列组合中风荷载力未参与，仅考虑分别由恒荷载、活荷载和地震荷载控制的四种组合形式：（1）恒荷载+活荷载、（2）恒荷载+活荷载、（3）恒荷载（代表左震和右震）具体组合见表：（①、②、③分别代表恒荷载、活荷载、地震荷载。）7.1横梁力组合层次截面力恒SGk活SQk地震SEk1.2(①+0.5②)±1.3③1.35SGk+SQk1.2SGk+1.4SQk→+-←6DM-29.98-9.3639.9710.37-93.55-49.83-49.08V55.3416.2412.0991.8760.4490.9589.14B左M44.8713.3625.3394.7928.9373.9372.55V-60.86-18.112.09-68.18-99.61-100.26-98.37B右M-36.16-9.4430.34-9.61-88.50-58.26-56.61V49.9514.3116.6690.1846.8781.7479.97AM16.444.944.6280.67-35.3427.0926.59V-39.01-11.7916.66-32.23-75.54-64.45-63.32跨中MDB53.414.1812.0988.3156.8786.2783.93MBA28.497.7216.6660.4817.1646.1845.005DM-40.05-11.6897.7672.02-182.16-65.75-64.41V58.0716.8331.6120.8638.7095.2293.25M45.4413.1773.86158.45-33.5974.5172.97.... ....B左V-59.32-17.5131.6-40.61-122.77-97.59-95.70B右M-35.54-9.9488.4866.41-163.64-57.92-56.56V50.2513.9945.47127.819.5881.8379.89AM24.076.55116.16183.82-118.1939.0438.05V-43.85-12.1145.47-0.77-119.00-71.31-69.57跨中MDB42.8813.1831.6100.4418.2871.0769.91MBA24.87.8845.4793.60-24.6241.3640.794DM-38.93-11.29155.11148.15-255.13-63.85-62.52V57.8616.7551.32146.2012.7794.8692.88B左M45.2213.1122220.72-96.4874.1572.60V-56.4-17.5951.32-11.52-144.95-93.73-92.31B右M-35.27-9.84146.15141.77-238.22-57.45-56.10V49.6714.0171.08160.41-24.3981.0679.22AM23.486.38173.72257.84-193.8338.0837.11V-44.43-12.0971.0831.83-152.97-72.07-70.24跨中MDB43.6313.1851.32126.98-6.4572.0870.81MBA24.87.8871.08126.89-57.9241.3640.793DM-38.93-11.29198.45204.50-311.48-63.85-62.52V57.8616.7566.1165.41-6.4594.8692.88B左M45.2213.1158.5268.17-143.9374.1572.60V-56.4-17.5966.17.70-164.16-93.73-92.31B右M-35.27-9.84189.85198.58-295.03-57.45-56.10V49.6714.0195.82192.58-56.5681.0679.22AM23.486.38189.85278.81-214.8038.0837.11V-44.43-12.0995.8264.00-185.14-72.07-70.24跨中MDB43.6413.1866.1146.21-25.6572.0970.82MBA24.87.8895.82159.05-90.0841.3640.79.... ....2DM-38.9-11.29212.94223.37-330.28-63.81-62.49V57.8416.7569.8170.20-11.2894.8392.86B左M45.2713.1163.94275.31-150.9474.2172.66V-56.36-17.5969.812.55-168.93-93.68-92.26B右M-35.34-9.84196.37206.97-303.59-57.55-56.18V49.6914.0199.28197.10-61.0381.0979.24AM23.486.38250.38357.50-293.4938.0837.11V-44.41-12.0999.2868.52-189.61-72.04-70.22跨中MDB43.6413.1869.88151.12-30.5772.0970.82MBA24.767.8899.28163.50-94.6241.3140.741DM-38.1-11.03201.41209.50-314.17-62.47-61.16V57.8216.6966.62166.00-7.2194.7592.75B左M44.5712.86158.35267.06-144.6673.0371.49V-56.32-17.6566.628.43-164.78-93.68-92.29B右M-34.22-9.68189.68199.71-293.46-55.88-54.62V49.7114.0597.69195.08-58.9281.1679.32AM22.266.08349.93485.27-424.5536.1335.22V-44.39-12.0597.36966.08-187.08-71.98-70.14跨中MDB44.5313.4866.62148.13-25.0873.6072.31MBA26.168.1697.69163.29-90.7143.4842.82.... ....7.2框架柱力组合D柱力组合层次截面力恒荷载SGk活荷载地震SEk1.2(①+0.5②)±1.3③1.35SGk+SQk1.2SGk+1.4SQk|Mmax|NNminMNmaxMSQk→←6柱顶M37.4711.739.9777.960.0262.2861.3477.960.0262.28N99.8723.8112.09112.3988.81158.63153.18112.3988.81158.63柱底M25.737.5510.6236.9116.2042.2941.4542.2916.2041.45N108.3242.2612.09128.29104.72188.49189.15188.49104.72189.15V22.576.8818.7041.645.1837.3536.71　　　5柱顶M24.337.0686.14109.06-58.9139.9139.08109.06-58.9139.91N23766.6643.69285.89200.70386.61377.72285.89200.70386.61柱底M24.337.0646.3870.29-20.1539.9139.0870.29-20.1539.91N255.4585.1143.69310.80225.61429.97425.69310.80225.61429.97V17.385.0447.3364.06-28.2428.5027.91　　　.... ....4柱顶M24.337.06108.73131.09-80.9439.9139.08131.09-80.9439.91N373.92109.4395.01478.41293.14614.22601.91478.41293.14614.22柱底M24.337.0675.5698.75-48.6039.9139.0898.75-48.6039.91N392.37127.8895.01503.31318.04657.58649.88503.31318.04657.58V17.385.0465.8282.08-46.2628.5027.91　　　3柱顶M24.337.06122.39144.40-94.2639.9139.08144.40-94.2639.91N511.84152.2161.11686.23372.06843.18827.29686.23372.06843.18柱底M24.337.06100.55123.11-72.9639.9139.08123.11-72.9639.91N530.29170.65161.11711.14396.97886.54875.26711.14396.97886.54V17.385.0479.895.72-59.9028.5027.91　　　2柱顶M24.337.06112.39179.54-112.6839.9139.08179.54-112.68179.54N648.74194.97230.911195.65595.291070.771051.451195.65595.291195.65柱底M24.437.08137.37212.15-145.0240.0639.23212.15-145.02212.15N667.19213.42230.911228.86628.501114.131099.421228.86628.501228.86V17.385.0589.2139.85-92.0728.5127.93　　　1柱顶M23.196.7164.04115.11-51.4038.0237.22115.11-51.40115.11N785.64237.68297.531472.17698.591298.291275.521472.17698.591472.17.... ....柱底M7.132.23214.4288.61-268.8311.8611.68288.61-268.83288.61N804.09256.13297.531505.38731.801341.651323.491505.38731.801505.38V10.112.9892.81134.57-106.7316.6316.30　　　B柱力组合截面力恒荷载SGk活荷载地震SEkγRE[1.2(SGk+0.5SQk)+1.3SEk]1.35SGk+SQk1.2SGk+1.4SQk|Mmax|NNminMNmaxMSQk→←柱顶M-12.13-5.1855.6741.03-67.53-21.56-21.8167.53-67.53-21.81N167.93664.57185.29176.38292.71293.92176.38176.38293.92柱底M-8.09-2.6129.9820.78-37.69-13.53-13.3637.69-37.69-13.36N186.3884.454.57210.20201.29336.06341.89201.09201.29341.89V-15.02-6.1130.5913.56-46.09-26.39-26.58　　　柱顶M-7.33-2.41132.26121.27-136.64-12.31-12.17136.64-136.64-12.31N391.53130.0918.44428.90392.94658.66651.96392.94392.94658.66柱底M-6.3-2.4191.9782.92-96.43-10.92-10.9396.43-96.43-10.92N409.98148.5418.44453.80417.85702.01699.93417.85417.85702.01V-4.87-1.7280.1272.96-83.27-8.29-8.25　　　.... ....柱顶M-6.3-2.41176.18165.02-178.53-10.92-10.93178.53-178.53-10.92N577.55196.2838.2645.37570.88975.97967.85570.88570.88975.97柱底M-6.3-2.41140.36130.10-143.61-10.92-10.93143.61-143.61-10.92N596214.7338.2670.27595.781019.331015.82595.78595.781019.33V-4.5-1.72114.4106.72-116.36-7.80-7.81　　　柱顶M-6.3-2.41207.99-90.04-90.04-10.92-10.9390.04-90.04-10.92N763.57261.4767.92235.18235.181292.291282.34235.18235.181292.29柱底M-7.32-2.41170.18-50.25-50.25-12.29-12.1650.25-50.25-12.16N782.02279.9267.92268.39268.391335.651330.31268.39268.391335.65V-4.86-1.72135.06-61.46-61.46-8.28-8.24　　　柱顶M-6.95-2.41190.13-182.18-182.18-11.79-11.71182.18-182.18-11.71N969.13326.6697.4523.92523.921634.991620.28523.92523.921634.99柱底M-7.5-2.36232.51-128.57-128.57-12.49-12.30128.57-128.57-12.49N987.58345.1197.4557.13557.131678.341668.25557.13557.131678.34V-9.63-3.25150.98-111.03-111.03-16.25-16.11　　　柱顶M-6.65-2.07115.52-238.04-238.04-11.05-10.88238.04-238.04-11.05N1155.23391.95128.89761.17761.171951.511935.01761.17761.171951.51.... ....柱底M-2.21-0.7312.34-191.47-191.47-3.68-3.63191.47-191.47-3.63N1176.68410.4128.89794.38794.381998.921986.58794.38794.381998.92V-7.39-0.92142.62-155.15-155.15-10.90-10.16　　　A柱力组合截面力恒荷载SGk活荷载地震SEk1.2(①+0.5②)±1.3③1.35SGk+SQk1.2SGk+1.4SQk|Mmax|NNminMNmaxMSQk→←柱顶M-20.55-4.944.6222.80-64.20-32.64-31.5264.20-64.20-32.64N79.5419.3616.6696.5464.05126.74122.5564.0564.05126.74柱底M-15.35-4.8914.88-1.51-30.52-25.61-25.2730.52-30.52-25.61N97.3937.8116.66120.9188.42169.29169.8088.4288.42169.80V-12.82-3.5021.257.61-33.83-20.81-20.28　　　柱顶M-14.67-3.22101.2884.10-113.40-23.02-22.11113.40-113.40-23.02N163.4457.4962.13233.54112.39278.13276.61112.39112.39278.13柱底M-14.67-3.2254.5438.52-67.83-23.02-22.1167.83-67.83-22.11N181.8975.9462.21258.53137.22321.49324.58137.22137.22324.58V-10.48-2.3055.6543.79-64.73-16.45-15.80　　　.... ....柱顶M-14.67-3.22119.18101.55-130.85-23.02-22.11130.85-130.85-23.02N327.4695.6133.21467.61207.85537.67526.79207.85207.85537.67柱底M-14.67-3.2297.5180.42-109.72-23.02-22.11109.72-109.72-23.02N345.91113.45133.21492.25232.49580.43573.92232.49232.49580.43V-10.48-2.377.3964.99-85.92-16.45-15.80　　　柱顶M-14.67-3.22143.82125.57-154.88-23.02-22.11154.88-154.88-23.02N450.93133.71166.9628.73303.28742.47728.31303.28303.28742.47柱底M-14.67-3.22118.22100.61-129.92-23.02-22.11129.92-129.92-23.02N469.41152.16166.9653.67328.21785.86776.32328.21328.21785.86V-10.48-2.393.8381.02-101.95-16.45-15.80　　　柱顶M-14.5-3.22132.16114.36-143.36-22.80-21.91143.36-143.36-22.80N574.42171.82266.18853.82334.77947.29929.85334.77334.77947.29柱底M-14.53-4.01161.53142.61-172.37-23.63-23.05172.37-172.37-23.63N592.87190.27266.18878.73359.68990.64977.82359.68359.68990.64V-10.37-2.58104.8991.77-112.76-16.58-16.06　　　柱顶M-13.5-3.5888.472.43-99.95-21.81-21.2199.95-99.95-21.81N697.87209.89363.871077.31367.761152.011131.29367.76367.761152.01.... ....柱底M-4.43-1.19239.02228.52-237.57-7.17-6.98237.58-237.57-7.17N716.32228.34363.871102.21392.671195.371179.26392.67392.671195.37V-5.98-1.59109.14100.31-112.51-9.66-9.40　　　.... ....第8章梁、柱的截面设计根据横粱控制截面力设计值，利用受弯构件正截面承载力和斜截面承载力计算公式，算出所需纵筋及箍筋并进行配筋。8.1框架梁的配筋计算（仅以一层梁为例说明计算过程）：8.1.1正截面受弯承载力计算1）已知条件混凝土强度等级选用C30，fc=14.3N/mm2，ft=1.43N/mm2。纵向受力钢筋选用HRB335（fy=f’y=300N/mm2），箍筋选用HRB235（fy=f’y=210N/mm2）。梁的截面尺寸为200×500，as=a/s=35mm,则h0=500-35=465mm。2）构造要求（1）承载力抗震调整系数取值见下表：材料结构构件受力状态钢筋混凝土梁受弯0.75轴压比小于0.15的柱偏压0.75轴压比不小于0.15的柱偏压0.80抗震墙偏压0.85各类构件受剪，偏拉0.85（2）三级抗震设防要求，框架梁的混凝土受压区高度x≤0.35h0则x1≤0.35h01=0.35×465=162.75mm（3）梁的纵筋最小配筋率：支座：.... ....0.25%×200×465=232.5mm2<(0.55×1.43/300)×200×465=243.82mm2所以：Amin=243.82mm2跨中：0.2%×200×465=186mm2<(0.45×1.43/300)×200×465=199.5mm2所以：Amin=199.5mm2（4）箍筋的最小配箍率ρsvmin=0.24×ft/fyv=0.24×1.43/210=0.16%4）配筋计算当梁下部受拉时，按T形截面设计；当梁上部受拉时，按矩形截面设计。以第一层DB跨梁为例，给出计算方法和过程，其他各梁的配筋计算见表格。（1）跨中下部受拉，按T形截面设计：翼缘计算宽度按跨度考虑时，=L/3=5.4/3=1.8m=1800mm；按梁间间距考虑时，=b+Sn=200+(5400/2-240)=2660mm；按翼缘厚度考虑时，h0=465mm,/h0=100/465=0.215>0.1,此种情况不起控制作用。综上，取=1800mm。由力组合知跨中截面=0.75，则因为故属第一类T型截面。0.027<=0.550(为相对界限受压区高度，混凝土C30，钢筋HRB335，则查表可知=0.550).... ....>Amin=199.5mm2故配筋418,=1017mm2（2）支座（以左支座D为例）将下部截面的418钢筋深入支座，作为支座负弯矩作用下的受压钢筋（=1017mm2）,再计算相应的受拉钢筋As弯矩设计值为=0.75×314.17=235.632a,S=70mm>Asmin=243.82mm2故配筋418+222，As=1777mm2,满足梁的抗震构造要求。全部梁的正截面配筋计算过程与结果见下表:梁正截面配筋计算表楼层截面MKN.MξA"Smm2ASmm2实配钢筋ASmm2.... ....六D93.55<0639670414615DB中88.310.0160--633414615B左94.79<0639679414615B右88.50.0190436634414615BA中60.410.0109--433414615A80.670.0093436578414615五D182.160.076072713054201256DB中100.440.0182--720416804B左158.450.045472711354201256B右163.640.0628677.911734201256BA中93.60.0170--670414615A183.820.089367713174201256四D255.130.13069221828218+4201765DB中126.980.0231--910216+218911B左220.720.08399221582218+4201765B右238.220.10759211707218+4201765BA中126.890.0231--909216+218911A257.840.13469211848218+4201765三D311.480.177510641850218+4201765146.210.0267--10484181017.... ....DB中B左268.170.115910641922218+4222029B右295.030.131111592114218+4222029BA中159.050.0291--11404181017A278.810.108811591998218+4222029二D330.280.196511001971218+4222029DB中151.120.0276--10834181017B左275.310.117411001973218+4222029B右295.030.123411922114218+4222029BA中163.50.0299--11724181017A357.50.214611922143218+4222029一D314.170.177910771837418+2221777DB中148.130.0270--10614181017B左267.060.111110781914218+4222029B右293.460.121611902103218+4222029BA中163.290.0298--11704181017A485.270.446611902253218+4222029.... ....8.1.2斜截面受弯承载力计算箍筋用HPB235级钢筋（fyv=210N/mm2），承载力抗震调整系数=0.85。以第一层DB跨梁为例，给出计算方法和过程，其他各梁的配筋计算见表格。DB跨梁，D支座处。=465mm，=465/200=2.325<4,属于厚腹梁，按验算。故截面尺寸满足要求。梁端箍筋加密区取双肢Φ8100箍筋加密区长度取Max[1.5h,500mm]=750mm，非加密区取双肢Φ8200设置满足要求。全部梁的斜截面配筋计算结果与结果见下表:梁斜截面配筋计算表楼层梁γREV(kN)0.25βcfcbh0(kN)加密区实配(Asv/s)非加密区实配ρ(%)六DB78.1332.5双肢Φ8100(1.01)双肢Φ8200(0.251)BA76.6332.5双肢Φ8100(1.01)双肢Φ8200(0.251)五DB102.7332.5双肢Φ8100(1.01)双肢Φ8200(0.251)BA108.6332.5双肢Φ8100(1.01)双肢Φ8100(0.503)四DB124.4332.5双肢Φ8100双肢Φ8200.... ....(1.01)(0.251)BA136.6332.5双肢Φ8100(1.01)双肢Φ8100(0.503)三DB140.6332.5双肢Φ8100(1.01)双肢Φ8200(0.251)BA163.7332.5双肢Φ8100(1.01)双肢Φ8100(0.503)二DB144.5332.5双肢Φ8100(1.01)双肢Φ8200(0.251)BA167.5332.5双肢Φ8100(1.01)双肢Φ8100(0.503)一DB141.1332.5双肢Φ8100(1.01)双肢Φ8200(0.251)BA165.7332.5双肢Φ8100(1.01)双肢Φ8100(0.503)，如双肢Φ8100，则8.2柱截面设计8.2.1已知条件混凝土采用C30，fc=14.3N/mm2，ft=1.43N/mm2；纵向受力钢筋选用HRB400（==360N/mm2），箍筋选用HRB235（==210N/mm2）。柱的截面尺寸为500mm×500mm，则h0=500-40=460mm。8.2.2构造要求1）抗震调整系数γRE=0.80；.... ....2）根据三级抗震设防要求，框架柱纵筋最小配筋百分率应不小于0.7%，则Asmin=0.007×5002=1750mm2；8.2.3剪跨比和轴压比验算剪跨比 λ=Mc/Vch0宜大于2，三级框架轴压比u=N/fcbh0应小于0.9，由下表中数据可见均满足要求。柱剪跨比和轴压比计算表楼层柱b(mm)h0(mm)Mc(kN•M)Vc(kN)N(kN)Mc/Vch0N/fcbh0六边D50046077.9641.64188.494.030.142中50046067.5346.09201.093.150.151边A50046064.233.8388.424.080.066五边D500460109.664.06310.83.660.234中500460136.9483.27417.853.540.314边A500460113.464.73137.223.770.103四边D500460131.0982.08503.313.430.378中500460178.53116.36595.783.300.448边A500460130.8585.92232.493.280.175三边D500460144.495.75711.143.240.535中50046090.0461.46268.393.150.202边A500460154.88101.95328.213.270.247二边D500460212.15139.851128.863.260.849中500460182.18111.03557.133.530.419边A500460172.37112.76359.683.290.270一边D500460288.61134.57505.384.650.380中500460238.04155.15794.383.300.597边A500460237.58112.51392.674.540.295.... ....表中剪力设计值按调整8.2.4柱正截面承载力计算计算要点：.... ....①查表知，，当ξ＜ξb时为大偏心受压柱；当ξ＞ξb时为小偏心受压柱；②ea取20mm和h/30两者中的较大值；③当ei/h0≥0.3时，ζ1=1.0；当ei/h0＜0.3时，ζ1=0.2+2.7ei/h0且≤1.0；④柱计算长度按下表确定，底层l0=1.0H，其它层l0=1.25H：楼盖类型柱的类别l0现浇楼盖底层柱1.0H其余各层柱1.25H装配式楼盖底层柱1.25H其余各层柱1.5H表中H对底层柱为从基础顶面到一层楼盖顶面的高度；对其余各层柱为上，下两层楼盖顶面之间的高度。⑤l0/h≤15时，ζ2=1.0；l0/h>15时，ζ2=1.15-0.01l0/h且≤1.0；⑥，取=1.0；⑦(若<0则按构造配筋，即取最小配筋率)具体计算与配筋过程见下列两表。边柱正截面配筋计算表边柱D第六层第五层组合方式|M|maxNmax　Nmin|M|maxNmaxNminM(KNm)77.9662.280.02109.0639.9158.91N(KN)112.39158.6388.81285.89386.8120.15ξ0.0680.0960.0540.1740.2350.012大小偏心大大大大大大e0=M/N(mm)693.7392.60.2381.5103.22923.6.... ....ea(mm)202020202020ei=e0+ea(mm)713.7412.620.2401.5123.22943.6ei/h01.55140.89700.04400.87280.26786.3991ζ1110.0410.271l0(m)2.82.82.82.82.82.8l0/h5.65.65.65.65.65.6ζ2111111η1.011.021.511.031.081.00e(mm)933.96632.92240.53621.78343.483163.88AS=AS"(mm2)358193-125344-229361Asmin(mm2)175017501750175017501750实配钢筋620620620620620620面积(mm2)188418841884188418841884ρS(%)0.820.820.820.820.820.82边柱第四层　　第三层　　组合方式|M|maxNmax　Nmin|M|maxNmaxNminM(KNm)131.0939.9180.94144.439.9172.96N(KN)478.41657.58293.14686.23686.54396.97ξ0.2910.4000.1780.4170.4170.241大小偏心大大大大大大e0=M/N(mm)274.060.7276.1210.458.1183.8ea(mm)202020202020ei=e0+ea(mm)294.080.7296.1230.478.1203.8ei/h00.63920.17540.64370.50090.16990.4430ζ10.640.20.640.50.170.44.... ....l0(m)2.82.82.82.82.82.8l0/h5.65.65.65.65.65.6ζ2111111η1.041.131.031.041.131.05e(mm)514.32301.00516.42450.73298.44424.10AS=AS"(mm2)278-492149176-516-21Asmin(mm2)175017501750175017501750实配钢筋620620620620620620面积(mm2)188418841884188418841884ρS(%)0.820.820.820.820.820.82边柱第二层　　第一层　　组合方式|M|maxNmax　Nmin|M|maxNmaxNminM(KNm)212.15212.15112.68288.61288.6151.4N(KN)808.86808.86595.29805.28805.38698.59ξ0.4920.4920.3620.4900.4900.425大小偏心大大大大大大e0=M/N(mm)262.3262.3189.3358.4358.473.6ea(mm)202020202020ei=e0+ea(mm)282.3282.3209.3378.4378.493.6ei/h00.62000.64000.45500.82260.82250.2034ζ10.620.640.45110.2l0(m)2.82.82.82.82.82.8l0/h5.65.65.65.65.65.6ζ2111111η1.041.041.051.031.031.11.... ....e(mm)502.59502.59429.59598.70598.66313.88AS=AS"(mm2)5305304410391039-449Asmin(mm2)175017501750175017501750实配钢筋620620620620620620面积(mm2)188418841884188418841884ρS(%)0.820.820.820.820.820.82中柱正截面配筋计算表中柱B第六层第五层组合方式|M|maxNmax　Nmin|M|maxNmaxNminM(KNm)67.5321.8137.69136.6412.3196.43N(KN)201.09293.92201.29392.94658.66417.85ξ0.1220.1790.1220.2390.4010.254大小偏心大大大大大大e0=M/N(mm)335.874.2187.2347.718.7230.8ea(mm)202020202020ei=e0+ea(mm)355.894.2207.2367.738.7250.8ei/h00.77350.20480.45050.79940.08410.5452ζ110.20.4510.080.55l0(m)2.82.82.82.82.82.8l0/h5.65.65.65.65.65.6ζ2111111η1.031.021.021.031.021.02e(mm)576.12306.26421.88588.04249.51466.44AS=AS"(mm2)173-259-32404-71699.... ....Asmin(mm2)175017501750175017501750实配钢筋620620620620620620面积(mm2)188418841884188418841884ρS(%)0.820.820.820.820.820.82中柱B第四层　　第三层　　组合方式|M|maxNmaxNmin|M|maxNmaxNminM(KNm)178.5310.92178.5390.0490.0410.92N(KN)570.881019.33570.88235.18235.181292.29ξ0.3470.4200.3470.1430.1430.486大小偏心大大大大大大e0=M/N(mm)312.710.7312.7382.9382.98.5ea(mm)202020202020ei=e0+ea(mm)332.730.7332.7402.9402.928.5ei/h00.72330.06680.72330.87580.87580.0618ζ10.720.071110.06l0(m)2.82.82.82.82.82.8l0/h5.65.65.65.65.65.6ζ2111111η1.021.021.031.031.031.02e(mm)550.15241.43553.03623.16623.16239.07AS=AS"(mm2)491-993502279279-1116Asmin(mm2)175017501750175017501750实配钢筋620620620620620620面积(mm2)188418841884188418841884ρS(%)0.820.820.820.820.820.82.... ....中柱B第二层　　第一层　　组合方式|M|maxNmaxNmin|M|maxNmaxNminM(KNm)182.1812.94182.18238.043.63238.64N(KN)523.921678.34523.92761.171998.92761.17ξ0.3190.5200.3190.4630.5180.463大小偏心大大大大大大e0=M/N(mm)347.77.7347.7312.71.8313.5ea(mm)202020202020ei=e0+ea(mm)367.727.7367.7332.721.8333.5ei/h00.62000.64000.79940.72330.04740.7250ζ10.620.640.80.720.050.72l0(m)2.82.82.82.82.82.8l0/h5.65.65.65.65.65.6ζ2111111η1.021.241.021.021.021.02e(mm)584.11244.30585.97550.15232.33550.94AS=AS"(mm2)557-1091563722-1162726Asmin(mm2)175017501750175017501750实配钢筋620620620620620620面积(mm2)188418841884188418841884ρS(%)0.820.820.820.820.820.82边柱A边柱A第六层第五层.... ....组合方式|M|maxNmaxNmin|M|maxNmaxNminM(KNm)64.225.6164.2113.422.21113.4N(KN)64.05169.864.05112.39324.58112.39ξ0.0390.1030.0390.0680.1970.068大小偏心大大大大大大e0=M/N(mm)1002.3150.81002.31009.068.41923.0ea(mm)202020202020ei=e0+ea(mm)1022.3170.81022.31029.088.41943.0ei/h02.22250.37142.22252.23690.19224.2239ζ110.37110.21l0(m)2.82.82.82.82.82.8l0/h5.65.65.65.65.65.6ζ2111111η1.011.021.011.011.021.01e(mm)1242.65384.641242.651249.29300.492163.30X8.9623.758.9615.7245.4015.72Asmin(mm2)175017501750175017501750实配钢筋620620620620620620面积(mm2)188418841884188418841884ρS(%)0.820.820.820.820.820.82边柱A第四层　　第三层　　组合方式|M|maxNmaxNmin|M|maxNmaxNminM(KNm)130.8523.02130.85154.8823.02154.88N(KN)207.85580.43207.85303.28785.86303.28ξ0.1260.3530.1260.1840.4780.184.... ....大小偏心大大大大大大e0=M/N(mm)629.539.7629.5510.729.3510.7ea(mm)202020202020ei=e0+ea(mm)649.559.7649.5530.749.3530.7ei/h01.41200.12971.41201.15370.10721.1537ζ10.640.13110.11l0(m)2.82.82.82.82.82.8l0/h5.65.65.65.65.65.6ζ2111111η1.011.021.021.021.021.02e(mm)866.14271.00869.84750.99260.32750.99X29.0781.1829.0742.42109.9142.42AS=AS"(mm2)578-570583626-752626Asmin(mm2)175017501750175017501750实配钢筋620620620620620620面积(mm2)188418841884188418841884ρS(%)0.820.820.820.820.820.82边柱A第二层　　第一层　　组合方式|M|maxNmaxNmin|M|maxNmaxNminM(KNm)172.3723.63143.36237.587.1799.95N(KN)359.68990.64334.77392.671195.37367.76ξ0.2190.6020.2040.2390.7270.224大小偏心大大大大大大e0=M/N(mm)479.223.9428.2605.06.0271.8ea(mm)202020202020.... ....ei=e0+ea(mm)499.243.9448.2625.026.0291.8ei/h00.62000.64000.97441.35880.05650.6343ζ10.620.64110.10.64l0(m)2.82.82.82.82.82.8l0/h5.65.65.65.65.65.6ζ2111111η1.011.151.021.021.041.02e(mm)715.62260.45668.54845.34237.03508.38X50.30138.5546.8254.92167.1851.43AS=AS"(mm2)668-8545141072-1102180Asmin(mm2)175017501750175017501750实配钢筋620620620620620620面积(mm2)188418841884188418841884ρS(%)0.820.820.820.820.820.82纵梁配筋与横梁一致。8.2.5柱斜截面承载力计算计算要点：①框架柱斜截面计算时的抗震调整系数为γRE=0.8；②当λ＜1时，取λ=1；当λ＞3时，取λ=3；③时截面满足要求；④当N≤0.3fcA时取实际值计算；当N＞0.3fcbh时取0.3fcbh计算；⑤时按构造配箍，否则按计算配箍；.... ....具体计算与配筋过程见下列两表：其中，加密区的箍筋最小配箍特征值λv按下表确定，可知为0.06：抗震等级箍筋型式轴压比≤0.30.40.50.60.70.80.91.01.05三级普通箍、复合箍0.060.070.090.110.130.150.170.200.22螺旋箍、复合或连续复合矩形螺旋箍0.050.060.070.090.110.130.150.180.20边柱D斜截面配筋计算表边柱D六层五层四层三层二层一层Hn(m)2.82.82.82.82.83λ=Hn/(2h0)333333γREVC(KN)41.6464.6482.0895.75139.85134.570.2fcbh0(KN)657.8657.8657.8657.8657.8657.8截面是否满足要求满足满足满足满足满足满足854.8854.8854.8854.8854.8854.80.3fcbh(KN)986.7986.7986.7986.7986.7986.7N(KN)188.49310.8503.31711.141128.86505.380.056N10.5617.4028.1939.8263.2228.30+865.36872.20882.99894.62918.02883.10.... ....ASV)/s<0<0<0<0<0<0λvfc/fyv(%)0.4090.4090.4090.4090.4090.409实配箍筋加密区四肢Φ10100四肢Φ10100四肢Φ10100四肢Φ10100四肢Φ10100四肢Φ10100ρS(%)0.6280.6280.6280.6280.6280.628非加密区四肢Φ10150四肢Φ10150四肢Φ10150四肢Φ10150四肢Φ10150四肢Φ10150ρS(%)0.4190.4190.4190.4190.4190.419中柱B斜截面配筋计算表中柱B六层五层四层三层二层一层Hn(m)2.82.82.82.82.83λ=Hn/(2h0)333333γREVC(KN)36.7866.6193.149.3188.24124.150.2fcbh0(KN)657.8657.8657.8657.8657.8657.8截面是否满足要求满足满足满足满足满足满足854.8854.8854.8854.8854.8854.80.3fcbh(KN)986.7986.7986.7986.7986.7986.7N(KN)201.09417.85595.78268.39557.13794.280.056N11.2623.4033.3615.0331.2044.48+866.06878.20888.16869.83886.00899.28ASV)/s<0<0<0<0<0<0λvfc/fyv(%)0.4090.4090.4090.4090.4090.409实配箍筋加密区四肢Φ10100四肢Φ10100四肢Φ10100四肢Φ10100四肢Φ10100四肢Φ10100.... ....ρS(%)0.6280.6280.6280.6280.6280.628非加密区四肢Φ10150四肢Φ10150四肢Φ10150四肢Φ10150四肢Φ10150四肢Φ10150ρS(%)0.4190.4190.4190.4190.4190.419边柱A斜截面配筋计算表中柱B六层五层四层三层二层一层Hn(m)2.82.82.82.82.83λ=Hn/(2h0)333333γREVC(KN)27.0651.7868.7481.5690.2190.010.2fcbh0(KN)657.8657.8657.8657.8657.8657.8截面是否满足要求满足满足满足满足满足满足　854.8854.8854.8854.8854.8854.80.3fcbh(KN)986.7986.7986.7986.7986.7986.7N(KN)88.42137.22232.49328.21359.68392.670.056N4.957.6813.0218.3820.1421.99+859.75862.48867.82873.18874.94876.79ASV)/s<0<0<0<0<0<0λvfc/fyv(%)0.4090.4090.4090.4090.4090.409实配箍筋加密区四肢Φ10100四肢Φ10100四肢Φ10100四肢Φ10100四肢Φ10100四肢Φ10100ρS(%)0.6280.6280.6280.6280.6280.628非加密区四肢Φ10150四肢Φ10150四肢Φ10150四肢Φ10150四肢Φ10150四肢Φ10150ρS(%)0.4190.4190.4190.4190.4190.419.... ....8.3节点设计根据<<建筑结构抗震规>>规定,对一、二级抗震等级的框架节点必须进行受剪承载力计算,而抗震等级为三、四级的框架节点以及各抗震等级的顶层端节点核心区,可不进行节受剪承载力计算，仅按构造要求配箍即可。8.4楼板设计在肋形楼盖中，四边支承板的长边与短边之比时按双向板设计，时按单向板设计。所以，A、B区格板按双向板计算。8.4.1A区格板的计算（1）设计荷载楼面恒荷载设计值=1.2×3.17=3.80kN/m2楼面活荷载设计值（活荷载标准值均取）=,,（2）计算跨度跨的计算跨度取净跨，边跨的计算跨度为净跨加上板厚的一半边跨：，跨：（3）弯矩跨中最大弯矩发生在活载为棋盘式布置时，它可以简化为当支座为固定时作用下的跨中弯矩值与当支座铰支时作用下的跨中弯矩值之和。支座最大负弯矩可近似按活载满布求得，即支座固定时，作用支座弯矩。根据不同的支承情况，所有区格板可分为A、B类，计算弯矩时考虑泊松比影响，取。板的区格划分见下图：.... ....满布荷载时，，,，支承方式为四边固定，查表可得：=0.0246，=0.0165，=-0.0588，=-0.0541间隔布置时，=1.4，，支承方式为三边简支，一边固定，查表可得：=0.0646，=0.0063.... ....（4）截面设计截面的有效高度：选用φ8的钢筋作为受力主筋，则（短跨）方向跨中的截面的；（长跨）方向跨中的截面的；支座截面处均为。截面弯矩设计：板四周与梁整浇，故弯矩设计值应按如下折减：对于连续板的中间区格，其跨中截面及中间支座截面的折减系数为0.8。对于边区格跨中截面及第一支座截面当，折减系数为0.8当，折减系数为0.9楼板的角区格不折减。所以A区格跨中及AB支座减小20%，B区格跨中及BA支座减小20%。板的配筋计算见下表：截面mm配筋实用跨中A区格方向81118φ6/8200196方向73110φ6/8200196支座A-A81201φ6/8150262A-B81185φ6/8200196A边支座81201φ6/8150262B边支座81201φ6/8150262.... ....B边支座81185φ6/8200196板的配筋计算表中，，HPB235钢筋fy=210N/mm2。第9章基础设计9.1基础截面计算独立基础埋深2000mm=150Kpa混凝土采用C30修正后的地基承载力特征值为：=+（d-0.5）=150+1.0×18.9×(2-0.5)=178.35KpaD柱下的力设计值为：轴力：1505.38KN剪力：134.57KN弯矩：288.61KN.M先按轴心基础估计基础底面面积.... ....A==1505.38/(178.35-18.9×1.5-16×0.5)=10.6图9-1基础示意图考虑偏心影响，将基底面积增加15%即A=10.6×1.15=12.19取b=3.5mL=3.5m9.2地基承载力及基础冲切验算9.2.1地基承载力验算作用于基底的竖向力：=1505+(18.9×1.5+16.0×0.5)×18=2159.3KN作用于基底的弯矩：=288.61+134.57×2=557.75KN.m为了增加抗弯刚度，将基础长边L平行于弯矩方向则基础底面抗弯刚度(3.5×3.5×3.5)/6=7.2=2159.3/18+557.75/7.2=197.3KN/=2159.3/18-557.75/7.2=42.6KN/=197.3KN/＜1.2=1.2×178.85=214.62KN/119.95KN/＜=178.85KN/满足要求9.2.2地基抗冲切验算基底净反力：=557.75/2159.3=0.258m＜b/6=4/6=0.67m.... ....基础边缘处的最大和最小净反力：Pn,max==(2159.3/(3.5×3.5))×(1+6×0.258/3.5)=253.8KN/Pn,min=(=2159.3/(3.5×3.5))×(1-6×0.258/3.5)=98.7KN/柱边基础截面抗冲切验算初步选择基础高度h=1.5m从下至上分500mm、500mm两个台阶(有垫层)=0.50+2×1.1=2.70＜b=3.55m取=2.70m=(0.50+2.70)/2=1.6m因偏心受压，取冲切力：]=253.8×[(3.5/2-0.5/2-1.1)×4-(3.5/2-0.5/2-1.1)2]=355.32KN冲切力：=0.7×0.95×1.6××1.6×1.1=863KN>355.3KN满足要求变截面处抗冲剪验算取.... ....=(1.7+2.4)/2=2.05m冲切力:=161.2×(3.5/2-1.55/2-0.35)×4-(3.5/2-1.7/2-0.35)2=564.7KN抗冲切力：=0.7×0.95×1.43×2.05×0.35=682KN>564.7KN满足要求9.3基础底板配筋计算选用HPB235钢筋=210N/1-1截面（柱边）柱边净反力：=188.4KPa悬臂部分净反力平均值：（253.8+188.4）/2=221.1KPa弯矩=605KN=29103-3截面（变阶处）=210.6KPa.... ....比较，应按计算配筋，实配8Φ22=3041＞2910第10章结束语本次毕业设计课题是“某商业住宅楼”，整个毕业设计分为建筑设计和结构设计，在设计之前我通过收集相关的资料如建筑图集、结构计算手册及相关国标规、通过指导老师的辅导找出其中之不足等，预先做好设计前的准备工作。建筑设计中，我严格按照任务书的要求进行设计，根据实际情况确定建筑方案，考虑到实用、美观、符合办公楼方案目的等各方面要求。.... ....结构设计包括结构计算和绘制结构图两方面。结构计算部分我了完成基础设计、纵横向平面框架结构设计等结构设计，其中纵横向平面框架结构设计是最重要的，也是最难的。纵横向平面框架结构设计涉及到框架梁、柱、节点设计，要满足“强柱弱梁，强剪弱弯，强节点弱构件”的设计原则。在本次毕业设计中采用手算和电算两种方法，手算采用分层分析法和D值法（计算竖向荷载采用分层分析法，计算水平荷载采用D值法）来完成，电算采用结构计算软件。最后，将手算与电算的结果比较，相互检验，以提高结构计算的精确度。以上是针对设计课题的简单介绍以及我对该项目所完成的工作，其中我学到了不少知识，当然存在着很多的不足。希望在以后的工作和学习中，我能学到更多，提高自己的业务水平。参考文献［1］东南大学编著，建筑结构抗震设计，：中国建筑工业，1998［2］天津大学,同济大学,东南大学主编，混凝土结构（上）（第二版），：中国建筑工业，1998.... ....［3］同济大学,建筑科技大学,东南大学,建筑大学编，房屋建筑学（第三版）：中国建筑工业，1997［4］王翰邦、文瑛，建筑类专业外语之建筑工程（第三册）：中国建筑工业，1997［5］文斌、章金良，建筑工程制图（第三版）同济大学建筑制图教研室，：同济大学，1996［6］大学结构力学教研室编，结构力学（上册）（第四版）：高等教育，1998［7］段兵廷，土木工程专业英语，：工业大学，2001［8］蒲生、三庆，高等学校建筑工程专业毕业设计指导，：中国建筑工业，2000.6［9］梁兴文、史庆轩，土木工程专业毕业设计指导，：科学，2002［10］中华人民国建设部主编，建筑结构荷载规，：中国建筑工业，2002［11］中华人民国建设部主编，混凝土结构设计规，：中国建筑工业，2002［12］包世华，高层建筑结构设计，清华大学，1996［13］包世华.结构力学.：高等教育，2000.3［14］希哲.土力学地基基础.：清华大学，2000.8［15］腾智明.钢筋混凝土结构构件.：清华大学，2001.7［16］林晨.建筑设计资料集10.：中国建筑工业，1998.5致毕业设计是大学教育培养目标实现的重要阶段，是毕业前的综合学习阶段,是深化、拓宽、综合教和学的重要过程,是对大学期间所学专业知识的全面总结。.... ....本次毕业设计题目为某市中心旅馆建筑结构设计。在毕业设计前期，我温习了《结构力学》、《钢筋混凝土》、《建筑结构抗震设计》等知识，并借阅了《抗震规》、《混凝土规》、《荷载规》等规。在毕设中期，我们通过所学的基本理论、专业知识和基本技能进行建筑、结构设计。在本次设计中，得到了指导老师的审批和指正，使我圆满的完成了任务，在此表示衷心的感。在做毕业设计的时间里，在指导老师的精心帮助下，经过资料查阅、设计计算、论文撰写，加深了对新规、规程、手册等相关容的理解。巩固了专业知识、提高了综合分析、解决问题的能力。在进行力组合的计算时，进一步了解了Excel。在绘图时熟练掌握了AutoCAD，从不同方面达到了毕业设计的目的与要求。衷心感毕业设计期间给过我帮助的老师和同学们！宁可累死在路上，也不能闲死在家里！宁可去碰壁，也不能面壁。是狼就要练好牙，是羊就要练好腿。什么是奋斗？奋斗就是每天很难，可一年一年却越来越容易。不奋斗就是每天都很容易，可一年一年越来越难。能干的人，不在情绪上计较，只在做事上认真；无能的人！不在做事上认真，只在情绪上计较。拼一个春夏秋冬！赢一个无悔人生！早安！—————献给所有努力的人.....'