10层框架结构综合教学楼 毕业设计计算书

'1建筑部分1.1总平面设计在城市中高层建筑往往大量地出现，从现代化的社会与社团关系着眼，这些建筑物彼此应该是有机联系的。城市中高层建筑参差错落的高高耸起，形成了引人注目的目标。它们的侧影对城市轮廓线的形成有重大的影响。本次毕业设计任务书给的场地较大，拟在某市建造一栋高层综合教学楼，该楼主要是用于教学。在总平面设计中考虑到教学环境的安详和宁静，把主楼罩于区内较中央的位置，区内的街道与周围主要道路连接交通方便，出入自由。总的来说，场地较大，尽量布置得设施齐备，树木成荫，空气清新，环境幽雅，同时又和城市中的其它的建筑物融为一体，相互协调，美化拉城市环境犹如一体理想的“花园城”。1.2平面设计对于刚度较小的框架结构体系，其高宽比一般宜小于4。本例的体型仍采用传统的矩形棱柱体，从几何观点来看对侧移颇为为敏感的，而由于它的几何形体所具有的固有强度，使结构更为有效或者造价更可能降低，而房屋又能建得更高，总之，它是较为经济的体型。平面布置采用核心式，对于高层综合教学楼来说是比较经济和功能合理的。左右基本对称，电梯间置于中心，洗手间置于旁边。高层办公建筑的主要垂直交通是电梯，对于电梯的选则及其在建筑物中的分布，将决定高层教学楼的合理使用，提高效率和降低造价。因此在平面设计中，主要考虑以下几个方面：一集中。电梯是出入建筑物的人经常使用的交通工具，所以设置在容易看到的地方，从运行效率，缩短候梯时间以及降低建筑费用来考虑，电梯应集中设置。二使用方便。根据电梯使用频率，将电梯布置在正对出入口并列设置。三分隔。主要通道和电梯布置分开，免去人流高峰时相互影响。将电梯厅避开主通道设置在凹处，并把电梯集中设置在建筑物中央，这也是较重要的。1.3立面设计40 建筑师对所设计的高层建筑的“形”是很重视的这“形”的塑造到目前为止还受到力学结构，材料和施工的极大制约，本身的可塑性不大，但人们普遍对此有着较高的需求。那些体型简单单调，外墙采用各种材料幕墙的盒子建筑，缺乏变化和可识别性，因此在本次设计中希望有所改变，有所突破。本例的窗的材料采用白色玻璃窗，避免反光造成城市污染。窗框采用铝合金材料，能给人以现代科技成就的力量感。立面上外墙采用灰色涂料，给人以和谐感。楼顶做成有顶盖的空间，将各种机械装置放在里面，使“冕”与“体”组成一个完整的，上下结合的有机统一体。1.4剖面设计剖面中垂直交通中的电梯不分层配置，其他在平面设计中以说明较详细，不再说明。楼面采用现浇钢筋混凝土梁板楼面，构造较为简单。楼中的中小型教室布置，满足要求。为拉适应垂直交通的电气及机械装置要求，空调冷却塔安装的要求。上下水的水箱，出气管等位置的要求。擦窗机械及修理机械的安置要求，以及其它各种设施的要求，在办公楼顶部往往要安放很多的机械设备和装置，应为设备层。剖面设计表示建筑物在垂直方向房屋各部分的组合关系，主要分析建筑物各部分应有的高度、建筑层数，建筑空间的组合和利用，以及建筑剖面中的结构，构造关系等，它和房屋的使用，造价和节约用地等有密切关系，也反映建筑标准的一个方面其中一些问题需要平，剖面结合起来一起研究，才能具体确定下来。采光，通风的设计也影响到剖面设计的效果，室内光线的强度和照度是否均匀，除和平面中窗户的亮度和位置有关外，还和窗户在剖面中的高低有关。房间里光线的照射有关。房间里光线的照射深度，主要是靠侧窗的高度解决，本例中大部分都是自然采光。1.5防火设计本设计中每一层设计防火分区建筑物内的主要分隔墙，砌至梁板的底部，管道穿过隔墙。楼板时，应采用非燃烧材料将其周围的空隙紧紧填塞。附设在高层建筑中的固定灭火装置的设备室。通40 风，空调机房.等应采用耐火极限不低于3.00小时的隔墙和2.00小时的楼板与其它部位隔开。隔墙的门应采用甲级防火门。电梯井内严禁敷设可燃气体和易燃，可燃液体管道，也不应敷设与电梯无关的电缆，电线等。电梯井壁除开设电梯门洞和通气孔洞情爱，不应开设其它洞口，电梯门不应采用栅栏门。管道井等竖向管的井壁应为耐火等级限不应低于1.00小时的非燃体。井壁上的检查门应采用丙级防火门。用于疏散楼梯间的防火门，应采用单向弹簧门，并应向疏散放向开启。本例中前室面积不小于6平方米，通向前室和楼梯间的门均应设乙级防火门，应向疏散方向开启。消防电梯与客梯兼用，但符合消防电梯的要求。2结构部分2.1工程概况某市拟兴建十层综合教学，建筑面积11000平方米。建筑所在地势平坦，7度抗震，Ⅱ类场地。本教学楼是主体十层裙房二层的钢筋混凝土全现浇框架结构，建筑面积为11067.84。裙房与主体相距7.2m并通过走廊连接。首层为配电房、设备室等，二层为实验室，三层至七层为教室，八层为微机室，九层为语音室，十层为办公室。建筑方案确定，开间7.2m,进深6.6m，底层层高4.5m,二层至十层层高3.9m。局部突出屋面的塔楼为电梯机房和水箱房层高均为3.0m。建筑设计使用年限为50年，乙级建筑，二级放火。2.2设计资料2.2.1气象条件基本雪压0.25KN/,基本风压0.45/，地面粗糙度为C类。2.2.2抗震设防烈度7度抗震，等级为二级2.2.3工程地质条件场地地势较为平坦，自然地表下1m内为人工填土r=15KN/，填土以下为5m厚粉质粘土r=18.8KN/,地基承载力特征值=190KPa,粉质粘土下为10m厚的粘土层r=18.5KN/。地震动参数=0.08，=0.34。40 2.3设计标高室内设计标高0.000，相对于绝对标高现场确定。室内外高差0.45m。2.4墙身做法墙身为陶粒砌块结构，外墙厚300mm，所有内墙厚200mm。外墙采用60mm厚聚苯板保温，内墙采用20mm厚混合沙浆抹面喷白。2.5楼面做法面层：30mm厚水磨石地面（包括水泥粗砂打底）；结构层：150mm厚现浇水泥混凝土板；底层：20mm厚板底抹灰。2.6屋面做法30mm厚细石混凝土保护层；三毡四油防水层；20mm厚水泥沙浆找平层；150厚水泥蛭石保温层；150mm厚钢筋混凝土板；V型轻钢龙骨吊顶。2.7门窗做法门厅处为铝合金门窗，其它均为钢门、钢窗。2.8活荷载楼面与走廊活荷载标准值为2.0KN/，屋面活荷载为2.0KN/（按上人屋面荷载）电梯屋面活荷载为7.0KN/2.9材料混凝土强度等级，C35（=16.7N/，=3.15×），C40（=16.7N/，=3.15×）。钢筋（热扎钢筋），HPB235（=210N/），HRB335（=300N/），HRB400（=360N/）。3结构布置及计算简图40 根据该楼的使用功能及建筑设计的要求，进行了建筑的平面，立面及剖面设计，其标准层建筑平面、结构平面和剖面示意图分别见图3.1、图3.2、图3.3。框架结构计算简图见图3.4图3.1标准层平面图图3.2结构平面布置图40 图3.3剖面图（a）横向框架（b）纵向框架图3.4框架结构计算简图40 3.1拟定板厚框架板厚按考虑塑性内力重分布法计算，考虑刚度要求，板厚取150mm。3.2拟定梁截面尺寸梁截面尺寸按其跨度的1/12—1/8计算，见表1表格1梁截面尺寸(mm)及各层混凝土强度等级层次混凝土强度等级横梁纵梁次梁AB跨,CD跨BC跨2～10C35400×700400×600400×800400×6001C40500×700500×600500×800400×600笔趣阁-www.ikdzs.com-笔下文学3.3拟定柱截面尺寸由《抗震规范》可知该框架结构的抗震等级为Ⅱ级，其轴压比限值[]=0.8,各层的重力荷载代表值取14KN/m2,考虑到地震作用组合后柱轴压力的增大，其增大系数为边柱取1.3，不等跨内柱取1.25。由图3.2可知边柱和中柱负载面积为7.2×3.3=23.76m2和7.2×4.8=34.56m2，由式得，第一层柱截面面积为：边柱：边柱：如取柱截面为正方形，则边柱和中柱截面高度分别为532mm和673mm，根据上述计算估算并综合考虑其他因素，本设计柱截面尺寸取值如下：40 1层800×800mm22—10层700×700mm2基础选用桩基础，基础埋深取2.0m。框架结构计算简图如图3.4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—10层柱的高度为3.9m，底层柱高度从基础顶面取至一层板底，即h=4.5+0.45+2-1=5.95m4重力荷载计算4.1屋面及楼面的永久荷载标准值屋面（上人）30mm厚细石砼的保护层22×0.03=0.66三毡四油防水层0.420mm厚水泥砂浆找平层20×0.02=0.4150mm厚水泥蛭石保温层5×0.15=0.75150mm厚钢筋混凝土板25×0.15=4.5V形轻钢龙骨吊顶0.25合计7.051—10层楼面30mm厚水磨石地面（包括水泥粗砂打底）0.65150mm厚钢筋混凝土板25×0.15=4.520mm厚板底抹灰17×0.02=0.34合计5.44.2屋面及楼面可变荷载标准值40 上人屋面均布活荷载标准值2.0楼面活荷载标准值2.0屋面雪荷载标准值Sr=0.254.3梁、柱、墙、窗、门重力荷载计算梁、柱可根据截面尺寸、材料容重及粉刷等，计算出单位长度的重力荷载，对墙、门、窗可计算出单位面积上的重力荷载。计算结果见表2墙体为300mm厚陶粒砌块，外墙面采用60mm厚聚笨板保温，内墙面为20mm厚抹灰，则外墙单位墙面重力荷载为0.02+5.0×0.3+17×0.02=1.86KN/m2内墙为200mm陶粒空心砌块，两侧均为20mm厚抹灰，则内墙单位面积重力荷载为0.2×5.0+17×0.02×2=1.68KN/m2钢铁门单位面积重力荷载为0.45KN/m2；铝合金窗单位面积重力荷载取0.4KN/m2。重力荷载代表值集中于各楼层标高处的重力荷载代表值，计算结果如图4.1表格2梁、柱重力荷载标准值40 层次构件b（m）h（m）/(KN/m2)g/(KN/m)l/(m)nGi/KN∑Gi/KN1边横梁0.50.7251.059.1885.7516845.2963425.566中横梁0.50.6251.057.8752.28138.6次梁0.40.6251.056.36.3514560.07纵梁0.50.8251.0510.56.4281881.6柱0.80.8251.117.65.95323351.042～10边横梁0.40.7251.057.356.216729.122947.14中横梁0.40.6251.056.32.38115.92次梁0.40.6251.056.36.514573.3纵梁0.40.8251.058.46.5281528.8柱0.70.7251.113.4753.9321681.68图4.1重力荷载代表值40 5框架侧移刚度计算5.1框架侧移刚度计算梁的线刚度计算如表3表格3横梁线刚度ib计算表类别层次Ecb×hI0lEcI0/l1.5EcI0/l2.0EcI0/l边横梁13.25×104500×7001.429×101066007.037×101010.56×101014.07×10102～103.15×104400×7001.413×101066005.455×10108.18×101010.91×1010中横梁13.25×104500×6009.0×10930009.75×101014.63×101019.5×10102～103.15×104400×6007.2×10930007.56×101011.34×101015.12×10105.2柱线刚度计算柱线刚度计算见表4表格4柱线刚度ic计算表层次h(mm)Ec(N/mm2)b×hIc/m4i=EcIc/hKN/m2159503.25×104800×8003.413×101018.64×10102～839003.15×104700×7002.001×101016.16×10105.3柱的侧移刚度柱的侧移刚度按[11]式(2.3)计算，根据梁、柱线刚度比不同，可分为中框中柱和边柱，边框架中柱和边柱以及楼梯，电梯间柱等。具体计算见表5、表6、表7。表格5中框架柱侧移刚度D值(N/mm)层次边柱中柱∑DiKDi1KDi23～100.6750.252321291.6110.4465686380092820.7730.279355711.8440.4806119887092110.7550.455287481.8010.6053822560275740 表格6边框架柱侧移刚度D值(N/mm)层次A.D-1.8B.C-1.8∑DiKDi1KDi23～100.5060.202257541.2080.3774806614764020.580.225286861.3830.4095214516166210.5670.415262211.3510.55234876123074表格7楼,电梯间框架柱侧移刚度层次C-1.7C-4D-2.4.7∑DKDi1KDi2KDi33～101.0390.342436011.2730.389495960.3380.1441840819202221.190.373475621.4580.422538030.3870.1622064421085911.620.526332341.4240.562354970.3780.36923315171910将上述不同情况下同层框架柱侧移刚度相加，得框架各层间侧移刚度∑Di,见表8表格8横向框架层间侧移刚度层次123456789-10∑Di89774112434421140590114059011405901140590114059011405901140590由表8可见，∑D1/∑D2=897741/1243442=0.723＞0.7,故该框架为规则框架。6横向水平荷载作用下框架结构的内力和侧移计算6.1横向水平荷载作用下框架结构的内力和侧移计算6.1.1横向自震周期计算按式将G11折算到主体结构的顶层；即结构顶点的假想侧式下表计算，其中第10层的Gi为G10与Ge之和。表格9结构顶点的假想侧移计算层次Gi/KNVGi=/KNΔuiui1011622.4411622.44114059010.2517.2910005.21321627.653114059019.0507.0810038.51931666.172114059027.8488.040 710053.8341720.002114059036.6460.2610069.14651789.148114059045.4423.6510069.14661858.294114059054.2378.2410069.14671927.44114059063.1324.0310069.14681996.586114059071.9260.9210099.14692065.732124344274.0189.0111135.395103201.127897741115.0115.0按式计算基本周期T1，其中的量纲为m，取ΨT=0.7则=0.86(s)6.1.2水平地震作用及楼层地震剪力计算本设计中，为简化计算采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下式计算：=0.85×103071.063=87610.404KN0.04因1.4Tg=1.4×0.04=0.56＜T1=0.86S，所以应考虑顶部附加水平地震作用。顶部附加地震作用系数，=0.08T1+0.01=0.08×0.86+0.01=0.0788各质点的水平地震作用按计算，具体计算过程见表10，各楼层地震作用剪力按[11]式（2.9）计算，计算结果列入表10表格10各质点横向水平地震作用及楼层地震剪力计算表层次HiGiGiHiGiHi/∑GiHiFiVi44.051461.93664398.280.02684.384.31041.05100000.44410518.060.169825.2909.540 9　37.1510005.213371693.660.153496.01405.5833.2510053.83333780.760.137444.21849.7729.3510069.146295079.910.121392.32242.0625.4510069.146256259.770.105340.42582.4521.5510069.146216990.100.089288.52870.9417.6510069.146177720.430.073236.73107.6313.7510069.146138450.760.057184.83292.429.8510099.14699476.590.041132.93425.315.9511135.39566255.600.02787.53512.8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6.1（a）水平地震作用分布（b）层间剪力分布图6.1横向水平地震作用及楼层地震剪力6.1.3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分别按下式计算：计算。计算结果见表1140 表格11横向水平地震作用下的位移验算层次Vi∑DiΔuiuihiθe=Δui/hi10909.511405900.8022.6739001/487591405.511405901.2321.8739001/317181849.711405901.6220.6439001/240772242.011405901.9719.0239001/198062582.411405902.2617.0539001/172652870.911405902.5214.7939001/154843107.611405902.7212.2739001/143433292.411405902.899.5539001/134923425.312434422.756.6639001/141813512.88977413.913.9159501/1522由表11可知，最大层间弹性位移角发生在第三层，其值为1/1349<1/550，满足的要求，其中，查表可得。6.1.4水平地震作用下框架内力计算：以图3.2中③轴线横向框架为计算单元，框架柱端剪力及弯矩分别按下式计算其中Dij取自表5，取自表8，层间剪力取自表11。各柱反弯点高度y按式y=y0+y1+y2+y3确定。其中yn由表可查得。在本设计中底层柱需考虑修正值y2，第2层柱需考虑修正值y2，其余各柱均无修正值，具体计算过程及结果见表12表格12各层柱端弯矩及剪力计算层次hiVi∑Dij边柱中柱Di1Vi1KyMi1Mi1Di2Vi2KyMi2Mi2103.9909.511405903212925.120.6750.3029.3968.585686345.341.6110.4884.8891.9593.91405.511405903212939.590.6750.4061.7692.645686370.071.6110.45122.98150.3040 83.91849.711405903212952.100.6750.4489.40113.795686392.211.6110.48172.62187.0073.92242.011405903212963.150.6750.45110.83135.4656863111.771.6110.5217.95217.9563.92582.411405903212972.740.6750.45127.66156.0356863128.741.6110.5251.04251.0453.92870.911405903212980.870.6750.45141.93173.4756863143.131.6110.5279.10279.1043.93107.611405903212987.540.6750.5170.70170.7056863154.931.6110.5302.11302.1133.93292.411405903212992.740.6750.5180.84180.8456863164.141.6110.5320.07320.0723.93425.312434423557197.990.7730.52198.72183.4461198168.581.8440.5328.73328.7315.953512.889774128748112.490.7550.65435.06234.2638225149.571.8010.61542.86347.08注：表中M量纲为KN.m,V量纲为KN梁端弯矩、剪力及柱轴力分别按下式计算其中梁线刚度取自表3。具体的计算过程见表13表格13梁端弯矩,剪力及轴力计算层次边梁走道梁柱轴力MbMblVbMbMblVb边柱N中柱N1068.5838.546.616.2353.4153.413.035.61-16.23-19.389122.0398.576.633.42136.61136.613.090.73-49.65-76.698175.55129.926.646.28180.06180.063.0120.04-95.93-150.457224.86163.706.658.87226.87226.873.0151.25-154.80-242.836266.86196.576.670.23272.42272.423.0181.61-225.03-354.215301.13222.206.679.29307.94307.943.0205.29-304.32-480.214312.63243.606.684.28337.61337.613.0225.07-388.60-621.003351.54260.786.692.78361.40361.403.0240.93-481.38-769.152364.28271.936.696.40376.87376.873.0251.25-577.78-924.001432.98283.306.6108.53392.51392.513.0261.67-686.31-1077.1440 注：1.柱轴力中的负号表示拉力。2.表中M单位为KN.m，V单位为KN，L单位为m。水平地震作用下框架的弯矩图、梁端剪力图如图6.2（a）框架弯矩图（KN.m）(b)梁端剪力及柱轴力图（KN）图6.2左地震作用下框架弯矩图，梁端剪力及柱轴力图40 6.2横向风荷载作用下框架结构内利和侧移计算6.2.1风荷载标准值：风荷载标准值按式，基本风压=0.45KN/m2。本建筑结构为综合建筑且为高层并处沿海，将基本风压提高10％，即=0.495KN/m2。由荷载规范查的（迎风面）和（背风面），C类场地，H/B=41.05/50.4=0.814。查表的=0.42、T1=0.86S，C区地区应乘以相应的影响系数0.62，即0.62由表查的风振系数仍取图3.2中的③轴线横向框架，其负载宽度为7.2m。由式40 得，沿房屋高度的分布风荷载标准值根据各楼层标高处的高度Hi由表查取，代入上式可得各楼层标高处的q(z)。见表14、q(z)沿高度的分布见图6.3。表格14沿房屋高度分布风荷载标准值层次HiHi/Huzβzq1(z)/(KN/m)q2(z)/(KN/m)1041.051.001.141.6745.4413.401937.150.9051.091.6385.0913.182833.250.8101.041.5984.7412.963729.350.7150.991.5554.3892.743625.450.6200.931.5124.0092.506521.550.5250.861.4693.6022.251417.650.4300.791.4183.1941.996313.750.3350.741.3482.8441.77829.850.2400.741.2492.6351.64715.950.1450.741.1512.4281.518《荷载规范》规定，对于高度大于30m且高宽比大于1.5的房屋结构，应采用风振系数来考虑分压脉动的影响，由于在本设计中房屋高度41.05﹥30m，且H/B=41.05/16.2=2.5＞1.5，由表14可见，沿房屋高度在1.151～1.674范围内变化，即风压脉动的影响较大，因此该房屋应考虑风压脉动的影响。框架结构分析时，应按静力等效原理将图6.3（a）的分布风荷载转化为节点集中荷载如图6（b）所示，第5层的集中荷载F5的计算过程如下：40 （a）风荷载沿房屋高度的分布（b）等效节点集中风荷载图6.3框架上的风荷载6.2.2风荷载作用下的水平位移验算根据图6.3（b）所示的水平荷载，由式计算层间剪力Vi，然后依据表6，求出③轴线框架的层间侧移刚度，再按式和计算各层的相对侧移和绝对侧移。计算结果见表15表格15风荷载作用下框架层间剪力及侧移计算层次Fi(kN)Vi(kN)∑D/(N/mm)Δu/mmu/mmhiΔu/hi1017.24217.2421779840.0977.89939001/40206932.26549.5071779840.2787.89239001/14029830.04479.5511779840.4477.52439001/8725727.373106.9241779840.6017.07739001/6489625.409132.3331779840.7446.47639001/524240 522.826155.1591779840.8725.73239001/4472420.303175.4621779840.9864.86039001/3955318.174193.6361779841.0883.87439001/3584216.702210.3381935381.0872.78639001/3584117.228227.5661339461.6991.69959501/3502由表15可见，风荷载作用下框架的最大层间位移角为1/3502，小于1/550，满足规范要求。6.2.3风荷载作用下框架结构内力计算同样以图3.2中的③轴线横向框架为计算单元框架柱端剪力及弯矩分别按式和计算，其中Dij取自表8，取自表5，层间剪力取自表15。各柱反弯点高度y按式y=y0+y1+y2+y3确定。其中yn由表可查得。在本设计中底层柱需考虑修正值y2，第2层柱需考虑修正值y2，其余各柱均无修正值，具体计算过程及结果见表16。梁端弯矩、剪力及柱轴力分别按下式计算：、其中梁线刚度取自表3。具体的计算过程见表16表格16风荷作用下各层柱端弯矩及剪力计算层次hiVi∑Dij边柱中柱Di1Vi1KyMi1Mi1Di2Vi2KyMi2Mi2103.917.242177984321293.1120.6750.303.6418.496568635.5091.610.4010.3111.1793.949.507177984321298.9370.6750.4013.9420.9135686315.8171.610.4527.7533.9283.979.5511779843212914.3600.6750.4424.64231.3625686325.4161.610.4547.5751.5473.9106.921779843212919.3020.6750.4533.87641.4035686334.1601.610.566.6166.6140 63.9132.331779843212923.8880.6750.4541.92351.2405686342.2781.610.582.4482.4453.9155.151779843212928.0090.6750.4549.15660.0795686349.5711.610.596.6696.6643.9175.461779843212931.6740.6750.561.76461.7645686356.0571.610.5109.31109.3133.9193.631779843212934.9540.6750.568.16068.1605686361.8641.610.5120.63120.6423.9210.331935383557137.9700.7730.5277.00371.0806119864.5101.840.5129.70129.7015.95227.561339462874841.0800.7550.65120.15967.7013822564.9421.800.61178.27113.97注：表中M量纲为KN.m，V量纲为KN。表格17风荷作用下梁端弯矩,剪力及轴力计算层次边梁走道梁柱轴力MbMblVbMbMblVb边柱N中柱N108.4964.6836.61.9976.4896.4893.04.326-1.997-2.329924.91318.5426.66.58425.69825.6983.017.132-8.581-12.877845.30233.2386.611.90046.06546.0653.030.71-20.481-31.687766.04547.8616.617.25866.33066.3303.044.22-37.739-58.649685.11662.4736.622.36286.58186.5813.057.721-60.101-94.0085102.00275.0696.626.829104.036104.0363.069.358-86.93-136.5374110.92086.3306.629.886119.644119.6443.079.763-116.816-186.4143129.92496.3786.634.288133.568133.5683.089.045-151.104-241.1712139.24104.9216.636.995145.409145.4093.096.939-188.099-301.1151144.704102.1446.637.401141.524141.5243.094.349-225.500-358.063注:1）、柱轴力中的负号表示拉力。当为左边风时，左侧两根柱为拉力，对应的右侧两根柱为压力。2)、表中M单位为KNm，V单位为KN，N单位为N水平风荷载作用下，框架的弯矩图，梁端剪力图，轴力图略。7竖向荷载作用下框架结构的内力计算7.1横向框架内力计算7.1.1计算单元40 取③轴线横向框架进行计算，计算单元宽度为7.2m，如图7.1所示，由于房间内布置有次梁，故直接传给该框架的楼面荷载，如图中的水平阴影线所示，计算单元范围内的其余楼面荷载则通过次梁和纵向框架梁以集中力的形式传给横向框架，作用于各节点上。由于纵向框架梁的中心线与柱的中心线不重合，因此在框架节点上还作用有集中力矩。图7.1横向框架计算单元7.1.2荷载计算7.1.2.1恒荷计算在图7.2中、表横梁自重为均布荷载形式，对于第10层=7.35KN/m=6.3KN/m和、分别为房间和走道板传给横梁的梯形荷载和三角形荷载，由图7.1所示几何关系可得40 =7.05×3.6=25.38KN/m=7.05×3.0=21.15KN/m、分别为由边纵梁、中纵梁直接传给柱的恒载，包括梁自重、楼板重合女儿墙等的重力荷载，计算如下：图7.2各层梁上作用的恒载集中力矩KN.mKN.m对于2～9层，包括梁自重和其上横墙自重为均布荷载=7.35+1.68×3.9=13.902KN/m、=6.3KN/m=5.4×3.6=19.44KN/m=5.4×3.0=16.2KN/mKN.m=242.94KN.m40 集中力矩KN.mKN.m对于1层=9.188+1.86×3.8=16.26KN/m=7.875KN/m=5.4×3.6=19.44KN/m=5.4×3.0=16.2KN/mKN=263.99KN集中力矩KN.mKN.m7.1.2.2活荷载计算活荷载作用下各层框架梁上的荷载分布如图7.3所示图7.3各层梁上作用的活荷载对于10层=2×3.6=7.2KN/m=2×3.0=6.0KN/mKN.m40 KN.m集中力矩KN.mKN.m在屋面雪荷载作用下=0.25×3.6=0.9KN/m=0.25×3.0=0.75KN/mP1=3.78KNP1=5.92KNM1=P1e1=0.57KN.mM2=P2e2=0.89KN.m对于2～9层=3.6×2=7.2KN/m=3.0×2=6.0KN/mP1=30.24KNP1=38.79KNM1=P1e1=30.24×0.15=4.54KN.mM2=P2e2=38.79×0.15=5.82KN.m对于1层=2×3.6=7.2KN/m=2×3.0=6.0KN/mP1=30.24KNP1=38.79KNM1=P1e1=30.24×0.15=4.54KN.mM2=P2e2=38.79×0.15=5.82KN.m将以上结果汇总，见表18和表19表格18横向框架恒荷载汇总表层次107.356.325.3821.15195.90248.1429.3937.2240 2～913.906.319.4416.2189.74242.9428.4636.44116.267.87519.4416.2211.42263.9931.7139.60表格19横向框架活载汇总表层次107.2（0.9）6.0（0.75）30.24（3.78）38.79（5.92）4.54（0.57）5.82（0.89）2～97.26.030.2438.794.545.8217.26.030.2438.794.545.827.1.3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7.4及7.5，所得弯矩如图7.6，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。计算柱底轴力还需考虑柱的自重，如表20及21。下图为恒荷作用下弯矩分配（图7.4）上柱下柱右梁左梁上柱下柱右梁0．7480．2520.2150.6360.14929．39-103.24.41103.2437.22-14.6455.2418.61-11.05-32.68-7.6617.06-5.539.31-11.5940 -8.62-2.910.491.4563.68-93.01101.99-43.82-21.760.4280.4280.1440.1310.3890.3890.09128．46-109.10109.1036．44-12.3234.1234.1211.49-7.80-23.17-23.17-5.4227.6217.06-3.90.5.75-16.34-11.59-17.45-17.45-5.872.918.6288.6282.0244.2933.72-107.38109.96-30.88-26.13-15.720.4280.4280.1440.1310.3890.3890.09128．46-109.10109.1036．44-12.3234.1234.1211.49-7.80-23.17-23.17-5.4217.0617.06-3.95.75-11.59-11.59-12.93-12.93-4.352.286.786.781.5938.2538.25-105.86109.93-27.98-27.98-16.150.4280.4280.1440.1310.3890.3890.09128．46-109.10109.1036．44-12.3234.1234.1211.49-7.80-23.17-23.17-5.4217.0617.06-3.95.75-11.59-11.59-12.93-12.93-4.352.286.786.781.5938.2538.25-105.86109.93-27.98-27.98-16.150.4280.4280.1440.1310.3890.3890.09128．46-109.10109.1036．44-12.3234.1234.1211.49-7.80-23.17-5.4217.0617.06-3.95.75-11.59-11.59-12.93-12.93-4.352.286.786.781.5938.2538.25-105.86109.93-27.98-27.98-16.150.4280.4280.1440.1310.3890.3890.09128．46-109.10109.1036．44-12.3234.1234.1211.49-7.80-23.17-23.17-5.4217.0617.06-3.95.75-11.59-11.59-12.93-12.93-4.352.286.786.781.5938.2538.25-105.10109.93-27.98-27.98-16.150.4280.4280.1440.1310.3890.3890.09128．46-109.10109.1036．44-12.3234.1234.1211.49-7.80-23.17-23.17-5.4217.0617.06-3.95.75-11.59-11.59-12.93-12.93-4.352.286.786.781.5938.2538.25-105.10109.93-27.98-27.98-16.150.4280.4280.1440.1310.3890.3890.09128．46-109.10109.1036．44-12.3234.1234.1211.49-7.80-23.17-23.17-5.4217.0617.06-3.95.75-11.59-11.59-12.93-12.93-4.352.286.786.781.5938.2538.25-105.10109.93-27.98-27.98-16.150.4280.4280.1440.1310.3890.3890.09128．46-109.10109.1036．4434.1234.1211.49-7.8037.22-12.3217.0615.59-3.95.75-23.17-23.17-5.42-12.31-12.31-4.142.096.196.1938.8737.4-105.65109.14-28.57-27.06-16.290.3860.4460.1680.1510.3460.4000.10331．71-117.67117.6739.60-19.7931.1838.3414.44-8.8-20.16-23.312-6.0017.06-4.47.22-11.59-4.89-5.65-2.130.661.511.750.4543.3532.69-109.76116.75-30.24-21.56-25.3416.35-10.78上柱下柱右梁左梁上柱下柱右梁　0.7480.2520.2150.6360.149　5．11-21.72　21.725.82　-2.81　40 　12.854.33-2.81　-8.33-1.953.68-1.452.17-2.55　-1.67-0.560.08　0.240.0614.86-19.4021.16-10.64-4.70.4280.4280.1440.1310.3890.3890.091　4.54-21.7221.725.82　-2.81　7.357.352.47-1.71-5.09-5.09-1.196.433.68-0.861.24-4.17-2.55-3.96-3.96-1.330.722.132.130.509.827.07-21.4421.97-7.13-5.51-3.50.4280.4280.1440.1310.3890.3890.091　4.54-21.7221.725.82　-2.81　7.357.352.47-1.71-5.09-5.09-1.193.683.68-0.861.24-4.17-2.55-2.78-2.78-0.940.722.132.130.508.258.25-21.0221.97-7.13-5.51-3.50.4280.4280.1440.1310.3890.3890.091　4.54-21.7221.725.82　-2.81　7.357.352.47-1.71-5.09-5.09-1.193.683.68-0.861.24-4.17-2.55-2.78-2.78-0.940.722.132.130.508.258.25-21.0221.97-7.13-5.51-3.50.4280.4280.1440.1310.3890.3890.091　4.54-21.7221.725.82　-2.81　7.357.352.47-1.71-5.09-5.09-1.193.683.68-0.861.24-4.17-2.55-2.78-2.78-0.940.722.132.130.508.258.25-21.0221.97-7.13-5.51-3.500.4280.4280.1440.1310.3890.3890.091　4.54-21.7221.725.82　-2.81　7.357.352.47-1.71-5.09-5.09-1.193.683.68-0.861.24-4.17-2.55-2.78-2.78-0.940.722.132.130.508.258.25-21.0221.97-7.13-5.51-3.500.4280.4280.1440.1310.3890.3890.091　4.54-21.7221.725.82　-2.81　7.357.352.47-1.71-5.09-5.09-1.193.683.68-0.861.24-4.17-2.55-2.78-2.78-0.940.722.132.130.508.258.25-21.0221.97-7.13-5.51-3.500.4280.4280.1440.1310.3890.3890.091　4.54-21.72　21.725.82-2.81　7.357.352.47-1.71-5.09-5.09-1.193.683.68　-0.861.24-4.17-2.55　-2.78-2.78-0.940.722.132.130.508.258.25-21.0221.97-7.13-5.51-3.500.4280.4280.1440.1310.3890.3890.0914.54-21.7221.725.82-2.817.357.352.47-1.71-5.09-5.09-1.193.683.32-0.861.24-4.17-2.55-2.63-2.63-0.880.722.132.130.508.48.04-20.9921.97-7.13-5.51-3.500.3860.4460.1680.1510.3460.4000.1034.54-21.7221.725.84-2.816.637.662.89-1.18-4.53-5.24-1.353.68-0.991.45-2.55-1.04-1.20-0.450.170.380.440.119.276.46-20.2721.36-6.7-4.8-4.053.23-2.4图7.5活荷作用下弯矩分配40 （a）恒载作用下（b）活载作用下图7.6竖向荷载作用下弯矩图40 表格20恒荷作用下梁端剪力及柱轴力层次荷载引起的剪力弯矩引起的剪力总剪力柱轴力AB跨BC跨AB跨BC跨AB跨BC跨A柱B柱VA=VBVB=VCVA=-VBVB=-VCVAVBVB=VCN顶N底N顶N底1093.8629.28-1.35092.5195.2129.28288.41340.96372.63425.18999.1824.64-0.39098.7999.5724.64629.49682.04792.33844.88899.1824.64-0.53098.8999.6724.64970.671023.221212.131264.68799.1824.64-0.53098.8999.6724.641311.851364.41631.931684.48699.1824.64-0.53098.8999.6724.641653.031705.582051.732104.28599.1824.64-0.53098.8999.6724.641994.212046.762471.532524.08499.1824.64-0.53098.8999.6724.642335.392387.942891.332943.88399.1824.64-0.53098.8999.6724.642676.572729.123311.133363.68299.1824.64-0.53098.8999.6724.643017.753070.303730.933783.481106.9739.58-1.060105.91108.0339.583387.633467.814195.084276.26表格21活荷载作用下梁端剪力及柱轴力层次荷载引起的剪力弯矩引起的剪力总剪力柱轴力AB跨BC跨AB跨BC跨AB跨BC跨A柱B柱VA=VBVB=VCVA=-VBVB=-VCVAVBVB=VCN顶N底1019.74(1.41)5.63(0.31)0.27（0.05）019.47(1.36)20.01(1.46)5.63（0.31）49.71（5.14）64.43（7.69）919.745.63（0.32）-0.08019.66（19.42）19.82（20.06）5.6399.61（54.80）128.67（54.80）819.745.63-0.1119.6319.855.63149.481（104.67）192.94（136.44）719.745.63-0.11019.6319.855.63199.35（154.54）257.21（200.71）619.745.63-0.11019.6319.855.63249.22（204.41）321.48（264.98）519.745.63-0.11019.6319.855.63299.09（254.28）385.75（329.25）419.745.63-0.11019.6319.855.63348.96（304.15）450.02（393.52）319.745.63-0.11019.6319.855.63398.83（354.02）514.29（457.79）219.745.63-0.11019.6319.855.63448.70（403.89）578.56（522.06）119.745.63-0.17019.5719.915.63498.51（453.70）642.89（586.39）注：表中括号内数值为屋面雪荷载作用（0.35KN/m）,其它楼面作用活荷载（2KN/m）对应的内力，V以向上为正40 7.2横向框架内力组合7.2.1结构坑震等级结构的抗震等级可根据类型、地震烈度、房屋高度等因素确定。本工程的框架为二级抗震等级。7.2.2框架梁内力组合本设计考虑了四中组合，即。此外本设计，这种内力组合与考虑地震作用的组合相比一般较小，对结构设计不起控制作用，故不予考虑。各层梁的内力组合结构果见表21，表中SGK，SQk两列中的梁端弯矩M为经过调幅后的弯矩（调幅系数取0.8）。对支座负弯矩按相应的组合情况进行计算，求跨间的最大正弯矩时，可根据梁端弯矩组合值及梁上荷载设计值，由平衡条件确定，由图7.7可得图7.7均布和梯形荷载下的计算图形对于1层，梁上荷载设计值：=1.2×16.21=19.51KN/m=1.2×（19.44+0.5×7.2）=27.65KN/m左边地震时：40 =-11.38<0则Mmax发生在左支座。m右边地震时：KN.m＞0＞6.6m说明发生在右支座KN.M剪力计算：AB净跨左边地震时：Vbl=-2.26KNVbr=282.67KNMlb边=447.88-2.26×0.45=446.86Mrb边=-490.15+282.67×0.4=-377.08右边地震时：Vbl=279.82KNVbr=-0.49KNMlb边=-677.97+279.82×0.45=-552.05Mrb边=246.44-0.49×0.4=246.24KMlb边+Mrb边=446.86+377.08=823.94＞552.05+246.24=798.29KN则:40 KNKN7.3框架柱内力组合取每层柱顶盒柱底两个截面，组合结果及柱端弯矩设计值的调整见表22～表27。在考虑地震作用效应的组合中，取屋面为雪荷载时的内力进行组合。40 表22框架梁内力组合表层次截面位置内力1.35+1.2+1.4→←→←1层AM-87.81-16.22±144.70±432.9856.51-308.13335.83-508.48-134.76128.08240.69V105.9119.5767.40108.53104.63198.87-1.92237.93162.55154.49B左M-93.00-17.09102.14283.30-261.83-4.44-367.61184.83-142.64--135.53V108.0319.91±37.40±108.53201.85107.60240.270.42165.75157.51B右M-20.27-3.24±141.52±392.51149.91-206.72363.00-402.44-30.60-27.56372.07V39.585.6394.35261.67-64.29173.47-245.90332.3959.0655.38跨间MAB183.40172.56350.22308.20152.60133.90MBC150.82150.82366.21366.2130.7030.705层AM-84.69-16.82±102.00±301.135.70-251.34209.81-377.39-131.15-125.18212.68V98.8919.6326.8379.29109.60177.2123.26198.49153.13146.15B左M-87.94-17.4175.07222.20-222.05-32.88-303.60129.69-136.13-129.90V99.6719.85±26.83±79.29178.42110.81199.4024.17154.40147.39B右M-12.92-2.92±104.04±307.94111.91-150.27287.30-313.18-20.36-19.59338.92V24.645.6369.36205.29-50.73124.06-198.84254.8538.8937.45跨间MAB168.90132.88260.10215.80148.20140.10MBC100.81100.81288.30288.3028.8028.8010层AM-74.46-15.52(-0.90)±8.50±68.58-98.20-119.620.55134.20-116.04-111.0880.93V92.5119.47(1.36)2.0016.23133.02138.0677.12112.99144.36138.27B左M-81.59-16.93(-0.88)4.6838.54-125.14-113.34-111.40-36.25-127.08-121.61V95.2120.01(1.46)±2.00±16.23141.98136.94115.7979.92148.54142.27B右M-17.57-3.76(-0.07)±6.49±53.41-17.64-34.0036.23-67.91-27.48-26.3590.18V29.285.63(0.31)4.3335.6136.7747.69-9.3369.3745.1643.02跨间MAB89.8880.6991.8160.88130.93122.78MBC10.9810.9880.9280.9235.935.9040 表23横向框架A柱弯矩和轴力层次截面位置内力SGKSQKSWKSEK1.2SQK+1.26（SQK+SWK）rRE[1.2（SQK+SQK）+1.3SEK]1.35SGK+SQK1.2SGK+1.4SQK︱Mmax︱NNminMNmaxM→←→←10柱顶M63.6814.86(1.01)8.5068.5884.43105.84-9.09124.63100.8297.22124.63124.63100.83N288.4149.71(5.14)2.016.23406.20411.24246.05277.70439.06415.68277.71277.71429.06柱底M-44.29-9.82(-4.98)±3.64±29.39-60.93-70.10-13.44-70.75-69.61-66.89-70.76-13.45-69.61N340.9649.71(5.14)2.016.23469.26474.30293.35325.00510.00478.74325.00293.35510.019柱顶M33.727.07(5.23)20.9192.6423.0275.71-57.62123.0252.5950.36123.03-57.6252.59N629.4999.61(54.80)8.5849.65870.08891.70542.79639.60949.42894.84639.61542.79949.42柱底M-38.25-8.25±13.94±61.76-38.73-73.8522.07-98.35-59.88-57.45-98.3522.08-59.89N682.0499.61(54.80)8.5849.65933.14954.76590.08686.901020.36957.90686.90590.091020.148柱顶M38.258.2531.36113.7916.7895.80-72.80149.0859.8857.45149.08-72.8159.89N970.67149.48(104.67)20.4895.931327.341378.95827.171014.231459.881374.071014.24827.171459.88柱底M-38.25-8.25±24.64±89.40-25.248-87.3449.02-125.30-59.88-57.45-125.3049.03-59.89N1023.22149.48(104.67)20.4895.931390.401442.01874.461061.531530.821437.131061.53874.471530.837柱顶M38.258.2541.40135.464.13108.45-100.19181.5559.8857.45181.56-100.2059.89N1311.85199.35(154.54)37.74154.801777.841872.951172.561494.541970.341853.311494.551172.561970.35柱底M-38.25-8.25±33.89±110.83-13.59-98.9974.58-155.94-59.88-57.45-155.9474.58-59.89N1364.4199.35(154.54)37.74154.801840.901936.011223.011544.992041.291916.371544.991223.012041.2940 6柱顶M38.258.2551.24156.03-8.26120.85-121.59202.9559.8857.45202.95-121.5959.89N1653.03249.22(204.41)60.10225.032221.922373.371450.991919.052480.812332.541919.061450.992480.82柱底M-38.25-8.25±41.92±127.66-3.47-109.1192.08-173.44-59.88-57.45173.4592.09-59.89N1705.58249.22(204.41)60.10225.032284.982436.431501.441969.502551.72395.6041969.511501.442551.7540 层次截面位置内力SGKSQKSWKSEK1.2SQK+1.26（SQK+SWK）rRE[1.2（SQK+SQK）+1.3SEK]1.35SGK+SQK1.2SGK+1.4SQK︱Mmax︱NNminMNmaxM→←→←5柱顶M38.258.2560.08173.47-19.40131.99-139.72221.0859.8857.45221.08-139.7259.88N1994.21299.09（254.28）86.93304.322660.372879.431720.002352.982991.272811.772352.981720.002991.27柱底M-38.25-8.25±49.16±141.935.64-118.23106.92-188.287-59.887-57.45-188.287106.92-59.887N2046.76299.09（254.28）86.93304.322723.432942.491770.452403.433062.212874.832403.431770.453062.214柱顶M38.258.2561.76170.70-21.52134.11-136.85218.2159.8957.45218.21-136.8559.89N2335.39348.96（304.15）116.82388.603094.963389.351983.822792.113501.743291.012792.111983.823501.74柱底M-38.25-8.25±61.76±170.7021.52-134.11136.85-218.21-59.89-57.45-218.21136.85-59.89N2387.94348.96（304.15）116.82388.603158.023452.412034.272842.563572.683354.072842.562034.273572.683柱顶M38.258.2568.16180.84-29.59142.18-147.39228.7559.8957.45228.75-147.3959.89N2676.57398.83（354.02）151.10481.383524.023904.802238.803240.074012.203770.253240.072238.804012.20柱底M-38.87-8.4±68.16±180.8428.65-143.11146.73-229.42-60.87-58.40-229.42146.73-60.87N2729.12398.83（354.02）151.10481.383587.083967.862289.253290.524083.143833.313290.522289.254083.142柱顶M37.48.0471.08183.44-34.55144.57-151.01230.5458.5356.14230.54-151.0158.53N3017.75448.70（403.89）188.10577.783949.664423.672490.023691.804522.664249.483691.802490.024522.66柱底M-43.359.27±77.00±198.7256.68-137.36169.50-243.84-49.25-39.04-243.84169.50-49.25N3070.3448.70（403.89）188.10577.784012.724486.732540.463742.254593.614312.543742.252540.464593.611柱顶M32.696.4667.70234.26-37.93132.67-209.15278.1150.5948.27278.11-209.1550.59N3387.63498.51（453.76）225.5686.314409.154977.412756.144183.665071.814763.074183.662756.145071.81柱底M-16.353.23±120.16±435.06135.85-166.95438.32-466.61-18.84-15.10-466.61438.32-18.84N3467.81498.51（453.70）225.5686.314505.365073.622833.114260.645180.054859.294260.642833.115180.05续表2340 表24横向框架B柱弯矩和轴力组合层次截面位置内力SGKSQKSWKSEK1.2SQK+1.26（SQK+SWK）rRE[1.2（SQK+SQK）+1.3SEK]1.35SGK+SQK1.2SGK+1.4SQK︱Mmax︱NNminMNmaxM→←→←10柱顶M-43.82-10.64(-1.0)11.1791.95-80.06-51.92-129.5449.76-69.80-67.48-129.54-129.54-69.80N372.6364.43(7.69)2.3319.38525.40531.27319.93357.72567.48537.36319.93319.93567.48柱底M30.887.13(4.11)±10.31±84.8859.0333.05112.40-53.1248.8247.04112.40112.4048.82N425.1864.43(7.69)2.3319.38588.46594.33367.23405.02638.42600.42367.23367.23638.429柱顶M-26.13-5.81(-4.01)33.93150.3-81.054.45-171.86121.22-40.79-39.07-171.86-171.86-40.79N792.33128.67(72.17)12.8876.691096.691129.15670.80820.351198.321130.93670.80670.801198.32柱底M27.986.14±27.76±122.9876.296.33147.85-91.9643.9142.17147.85147.8543.91N844.88128.67(72.17)12.8876.691159.751192.21718.10867.641269.261193.99718.10718.101269.268柱顶M-27.98-6.1451.54187-106.2523.63-210.27154.38-43.91-42.17-210.27-210.27-43.91N1212.13192.94(136.44)31.69150.451657.731737.591005.631299.001829.321724.671005.631005.631829.32柱底M27.986.14±47.58±172.62101.26-18.64209.33-149.7243.9142.17209.33209.3343.91N1264.68192.94(136.44)31.69150.451720.791800.651123.121436.051900.261787.731123.121123.121900.267柱顶M-27.98-6.1466.61217.95-103.4327.20-118.4666.60-39.27-39.32-118.46-118.46-39.27N1631.93257.21(200.71)58.65242.831601.071601.271094.621095.331678.161642.471094.621094.621678.16柱底M27.986.14±66.61±217.95103.43-27.20118.46-66.6039.2739.32118.46118.4639.27N1684.48257.21(200.71)58.65242.831640.281640.481125.991120.691722.261681.681125.991125.991722.266柱顶M-27.98-6.1482.44251.04-119.6143.38-134.4582.59-39.27-39.32-134.45-134.45-39.27N2051.73321.48(264.98)94.01354.211997.261998.441403.921145.362093.652049.471403.921403.922093.65柱底M27.986.14±82.44±251.04119.61-43.38-148.0382.5939.2739.32-148.03-148.0339.27N2104.28321.48(264.98)94.01354.212036.462037.651650.631405.632137.762088.671650.631650.63-69.8040 层次截面位置内力SGKSQKSWKSEK1.2SQK+1.26（SQK+SWK）rRE[1.2（SQK+SQK）+1.3SEK]1.35SGK+SQK1.2SGK+1.4SQK︱Mmax︱NNminMNmaxM→←→←5柱顶M-27.98-6.1496.66279.10-163.1080.48-320.07260.46-43.91-42.17-320.07-320.07-43.91N2471.53385.75（329.25）136.54480.213279.843623.922031.293030.133722.323505.892031.292031.293722.32柱底M27.986.14±96.66±279.10163.10-80.48320.07-260.4643.9142.17320.07320.0743.91N2524.08385.75（329.25）136.54480.213342.903686.982081.743080.583793.263568.952081.742081.743793.264柱顶M-27.98-6.14109.31302.11-179.0496.42-344.00284.39-43.91-42.17-344.00-344.00-43.91N2891.33450.02（393.52）186.41621.003801.744271.502318.733610.414353.324099.622318.732318.734353.32柱底M27.986.14±109.31±302.11179.04-96.42344.00-284.3943.9142.17344.00344.0043.91N2943.88450.02（393.52）186.41621.003864.804334.562369.173660.854424.264162.682369.172369.174424.263柱顶M-27.98-6.14120.64320.07-193.32110.69-362.68303.06-43.91-42.17-362.68-362.68-43.91N3311.13514.29（457.79）241.17769.154317.494925.242598.514198.344984.324693.362598.512598.514984.32柱底M28.576.25±120.64±320.07194.17-109.85363.30-302.4544.8243.03363.30363.3044.82N3363.68514.29（457.79）241.17769.154380.554988.302648.964248.795055.264756.422648.962648.965055.262柱顶M-27.06-5.97129.70328.73-203.42123.43-370.72313.04-42.50-40.83-370.72-370.72-42.50N3730.93578.56（522.06）301.12924.004826.695585.512871.324793.245615.325287.102871.322871.325615.32柱底M30.246.70±129.70±328.73208.15-118.69374.13-309.6347.5245.67374.13374.1347.52N3783.48578.56（522.06）301.12924.004889.755648.572921.774843.695686.265350.162921.772921.775686.261柱顶M-21.56-4.80113.97347.08-175.52111.68-383.96337.96-33.91-32.59-383.96-383.96-33.91N4195.08642.89（586.39）358.061077.145392.986295.293188.525428.976306.255934.143188.523188.526306.25柱底M10.782.40±178.27±542.86240.58-208.66576.08-553.0716.9516.30576.08576.0816.95N4276.26642.89（586.39）358.061077.145490.406392.713266.455506.906415.846031.563266.453266.456415.84续表2440 表25横向框架A柱剪力组合层次SGKSQKSWKSEK1.2SQK+1.4（SQK+SWK）rRE[1.2（SQK+SQK）+1.3SEK]1.35SGK+SQK1.2SGK+1.4SQK→←→←10-27.68-6.33(-1.54)±3.11±25.12-37.27-45.113.64-61.68-43.70-42.0868.149-18.45-3.93(-3.46)±8.937±39.59-15.83-38.3530.88-72.05-28.84-27.6477.208-19.62-4.23±14.36±52.10-10.78-46.975.59-49.93-30.72-29.4795.687-19.62-4.23±19.30±63.15-4.55-53.1921.58-65.92-30.72-29.47110.346-19.62-4.23±23.89±72.741.23-58.9735.40-79.74-30.72-29.47123.055-19.62-4.23±28.01±80.876.42-64.1747.61-91.95-30.72-29.47133.844-19.62-4.23±31.67±87.5411.04-68.7858.21-102.55-30.72-29.47142.683-19.62-4.23±34.95±92.7415.17-72.9267.19-111.53-30.72-29.47149.792-20.71-4.44±37.97±97.9917.40-78.2973.34-120.12-32.40-31.07155.091-8.24-1.63±41.08±112.4939.82-63.7093.24-111.71-12.75-12.17159.58表26横向框架B柱剪力组合层次SGKSQKSWKSEK1.2SQK+1.4（SQK+SWK）rRE[1.2（SQK+SQK）+1.3SEK]1.35SGK+SQK1.2SGK+1.4SQK→←→←1019.154.56(1.31)±5.509±45.3435.67210.7870.30-29.9030.4129.3684.37913.872.99(2.60)±15.817±70.0740.340.4892.90-61.9521.7120.83111.49814.353.15±25.416±92.2153.21-10.84118.14-85.6522.5221.63137.18714.353.15±34.160±111.7764.23-21.85139.75-107.2622.5221.63167.70614.353.15±42.278±128.7474.46-32.08158.50-126.0122.5221.63190.20514.353.15±49.571±143.1383.65-41.27174.40-141.9222.5221.63209.28414.353.15±56.057±154.9391.82-49.44187.44-154.9522.5221.63224.92314.353.15±61.864±164.1499.14-56.76197.62-165.1322.5221.63237.34214.693.25±66.510±168.58105.53-62.08202.92-169.6423.0822.18243.5112.441.21±64.942±149.5789.88-73.77171.44-159.118.558.22205.7369 表27横向框架A、B柱柱端组合弯矩设计值的调整A柱B柱层次截面γRE(∑Mc=η∑Mb)γREN层次截面γRE(∑Mc=η∑Mb)γREN1柱顶169.984183.661柱顶332.103188.52柱底573.814260.64柱底682.923266.452柱顶241.723691.802柱顶350.662871.32柱底288.613742.05柱底383.442921.773柱顶254.833240.073柱顶341.202598.51柱底276.803290.52柱底382.612648.964柱顶233.772792.114柱顶339.922318.73柱底261.922842.56柱底368.812369.175柱顶258.032352.995柱顶328.882031.29柱底241.012403.44柱底349.692081.746柱顶198.011919.066柱顶281.801728.47柱底221.941969.51柱底329.991778.927柱顶151.801494.557柱顶266.981410.45柱底187.891544.99柱底291.891460.908柱顶————8柱顶————柱底————柱底————9柱顶————9柱顶————柱底————柱底————10柱顶————10柱顶————柱底————柱底————8截面设计69 8.1框架梁8.1.1梁的正截面受弯承载力计算从表22中分别选出AB跨跨间截面及支座截面的最不利内力，并将支座中心的弯矩换算为支座边缘控制截面的弯矩进行配筋计算。对于第一层支座弯矩：跨间弯矩取控制截面，即支座边缘处的正弯矩。由表22，可求得相应的剪力：KN则支座边缘处：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。翼缘计算宽度当按跨度时：bf、=l/3=6600/3=2200mm按梁间距考虑时：bf、=b+Sn=500+3250=3750mm按翼缘厚度考虑时：h0=h-a=700-40=660mm，hf/ho=150/660=0.227﹥0.1,此种情况不起控制作用，故取bf=2200mm.梁内纵向钢筋选HRB400级钢（fy、=fy=360N/mm），。下部跨间截面按单筋T形截面计算。因为＞341.65属第一类T形截面69 实配钢筋422，﹪﹥0.25﹪，满足要求。将下部跨间截面的422钢筋伸入支座，作为支座负弯矩作用下的受压钢筋，再计算相应的受拉钢筋As，即支座A上部说明As，富裕，且达不到屈服，可近似取实取522支座Bl上部实取522，﹪﹥0.3﹪，﹥0.3，满足要求。8.1.2梁斜截面受剪承载力计算AB跨故截面尺寸满足要求。梁端加密箍筋取4肢10@100，箍筋用HPB235级钢筋，则=1058.21KN﹥240.69KN69 加密区长度取1.1m，非加密区箍筋取4肢10@150，箍筋设置满足要求。BC跨若梁端箍筋加密区取4肢10@100，则其承载力为：﹥KN由于非加密区长度较小，故全跨均可按加密区配置。表28框架梁纵向钢筋计算表层次截面Mξ实配钢筋ρ10支座A-110.80.066944923420(1256)0.670.47B-91.2<0941945420(1256)0.670.47AB跨间88.990.045789320(941)0.36支座BR-66.78<0941932420(1256)0.670.42BC跨间60.830.051768320(941)0.365支座A-223.500.05812561501520(1570)0.80.59B-168.88<012561489520(1570)0.80.59AB跨间309.980.0711202420(1256)0.47支座BR-158.43<012561422520(1570)0.80.71BC跨间210.880.2011198420(1256)0.561支座A-414.01<015201855522(1900)0.80.58B-282.81<015201267522(1900)0.80.58AB跨间341.560.0321477422(1520)0.46支座BR-180.04<015201399522(1900)0.80.69BC跨间254.250.2111401422(1520)0.55表29框架梁箍筋数量计算表层次截面梁端加密区非加密区实配钢筋实配钢筋10A、BL80.93881.76-0.32双肢双肢BR90.18748.16-0.05双肢双肢5A、BL212.68881.760.82四肢四肢BR338.92748.162.01四肢四肢1A、BL240.691575.750.98四肢四肢BR372.071069.62.21四肢四肢注：表中V为换算至支座边缘处的梁端简力8.2框架柱8.2.1柱正截面承载力计算框架柱各层剪跨比和轴压比计算结果如表30，其中剪跨比也可取Hn/（2ho）。表中的Mc、Vc和N都不考虑承载力抗震调整系数。由表可见，各柱的剪跨比和轴压比均满足规范要求。69 表30柱的剪跨比和轴压比验算柱号层次A柱1070065016.7166.1766.80433.333.83>20.053>0.8570065016.7294.79131.213204.593.46>20.392>0.8180075019.1622.15157.115680.855.28>20.465>0.8B柱1070065016.7172.7282.71540.033.21>20.066>0.8570065016.7426.76205.183850.733.20>20.471>0.8180075019.1768.11201.696883.635.08>20.563>0.88.2.2柱正截面承载力计算以第二层B柱为例说明根据B柱内力组合表，将支座中心处的弯矩换算至支座边缘，并与柱端组合弯矩的调整值比较后，选出最不利内力，进行配筋计算。B节点左、右梁端弯矩B节点上、下柱端弯矩在节点处将其按弹性弯矩分配给上、下柱端，即69 取20mm和偏心方向截面尺寸的1/30两者中的较大者，即700/30=20.33mm，故取。柱的计算长度按公式确定，其中因为lo/h=6.56×103/700=9.38﹥5，故应考虑偏心矩增大系数。（取）。﹤15，取对称配筋为小偏心情况再按及相应的一组计算。=5686.26，节点上、下柱端弯矩47.52-23.08×0.15=44.06KN.m69 此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，且取。同理可得﹤0.3h0=0.3×650=195mm故为小偏心受压。按上式计算时，应满足N﹥及﹥，因为=5626.26﹥=3936.023但=5626.26×103×347.27=1974.67<故按构造配筋，且应满足﹪。单侧配筋率﹪，故选422。总配筋率﹪。8.2.3柱斜截面受剪承载力计算以第一层柱为例进行计算。由前可知，上柱柱端弯矩设计值对二级抗震等级，柱底弯矩设计值69 =1.25×720.1=900.125则框架柱的剪力设计值<0.2（满足要求）>3.0其中Mt取较大的柱下端值，而且Mc、Vc不应考虑，故Mc为将表24查得的值除以0.8，Vc为将表26查的值除以0.85。与Vc相应得轴力N=4104.83>取N=3667.2=-1.42<0故该层柱应按构造配置箍筋。柱端加密区的箍筋选用4肢12@100由表6.8可得一层柱的轴压比n=0.563由表查的，则最小体积配筋率﹪取12，，则s≤95.04。根据构造要求，取加密区箍筋为412@100，加密区位置及长度按规范要求确定。非加密区还应满足s﹤10d=220mm，故箍筋取412@200.各层柱箍筋计算结果见表31表31框架柱箍筋数量表柱号层次实配钢筋加密区非加密区69 A柱1068.141519.7>V370.282454.90<00.7955133.841519.7>V2941.242454.90<00.8751159.582292>V5229.573667.20<01.091B柱1084.371519.7>V426.572454.90<00.7955209.281519.7>V2539.112454.90<00.9541205.732292>V3985.653667.20<01.2738.3框架梁、柱节点核芯区截面抗震验算以一层中点为例.由节点两侧梁的受弯承载力计算节点核芯区的剪力设计值，因节点两侧梁不等高，计算时取两侧的平均高度，即该框架为二级抗震等级，应按式计算节点的剪力设计值，其中Hc为柱的计算高度，取节点上、下柱反弯点间的距离，即Hc=0.5×3.9+0.39×5.95=4.271（左震）剪力设计值1728.00因，故取，，，则=6471.53KN﹥Vj=1728.00（满足要求）节点核芯区的受剪承载力按式计算，其中N取二层柱底轴力N=3652.21和二者中的较小值，故取N=3652.21。设节点区配箍筋为412@100，则69 =3720.85﹥1728.00故承载力满足要求9罕遇地震作用下弹塑性变形验算9.1罕遇地震作用下的楼层剪力取3轴线的框架进行计算，罕遇地震的影响系数最大值，多遇地震作用下。罕遇地震与多遇地震影响系数之比为0.5/0.08=6.25。将表10中多遇地震的层间剪力乘以6.25得到罕遇地震作用下楼层剪力，见表32。表32罕遇地震作用下楼层剪力层次多遇地震作用下楼层剪力罕遇地震作用下楼层剪力10909.55684.38177984/1140590=0.156886.7691405.58784.38177984/1140590=0.1561370.3681849.711560.63177984/1140590=0.1561803.4672242.014012.50177984/1140590=0.1562185.9562582.416140.00177984/1140590=0.1562517.8452870.917943.13177984/1140590=0.1562799.1343107.619422.5177984/1140590=0.1563029.9133292.420577.50177984/1140590=0.1563210.0923425.321408.13193538/1243442=0.1563339.6713512.821955.00133946/897741=0.1493271.3069 9.2楼层受剪承载力计算9.2.1构件实际正截面承载力按框架梁柱的实际配筋面积及材料强度标准值（还包括对应于重力荷载代表值的轴向力）分别由式来计算构件端部的实际正截面承载力。下面以框架底层为例进行说明。其中。AB跨梁：左端同理得右端BC跨梁：左右端A柱查表则B柱其余各层计算结果见图9.1。69 图9.1框架各构件实际正截面承载力（单位：KN.M）9.2.2第i层柱的相对弹性线刚度69 式中为标准层柱的线刚度，以2—10层为标准层，设线刚度为1，则1层9.2.3楼层受剪承载力计算采用简化的柱底塑性铰法计算。由式计算各柱的受剪承载力，进而确定楼层受剪承载力，计算结果见表33。表33楼岑受剪承载力计算楼层12345678910边柱AD411.82438.21422.22409.93389.12373.88351.81215.69110.90109.05418.98444.68432.21415.13392.36379.26359.23220.00151.99127.69中柱BC420.99440.21436.83431.22412.99403.25389.85261.29200.92120.66428.81448.36439.99433.33416.13411.01392.43268.34219.99133.901680.601771.461731.351689.611610.601567.401493.32965.32683.81501.309.2.4薄弱层弹塑性层间变形验算由式可算出楼层屈服强度系数，见表34，把这些值分别代入式中以判断薄弱层位置，经计算选1、4、7层为薄弱层，其弹塑性层间位移计算结果见表35，由表可见最大层间弹塑性位移角发生在底4层，其，故满足规范要求。表34楼层屈服强度系数楼层123456789100.4140.5300.5390.4580.5750.5230.4830.5350.5090.565表35弹塑性层间位移验算楼层72185.9517798412.281.6019.651/19843029.9117798417.021.3823.491/16669 13271.3013394624.422.0028.841/20610楼板盖设计高层办公楼双向板楼盖结构布置如图所示，楼面活荷载取2.0，按走廊和楼梯间的活荷取值，按弹性理论设计，其中板厚150mm，梁的截面设计尺寸500×700和500×600，采用C30砼，HRB335级钢筋图10.1楼板设计10.1荷载计算活荷载标准值为2.0则恒荷载标准值为3.3则10.2计算跨度内跨：为轴线间距离边跨：为净跨，b为梁截面宽度10.3弯矩计算第五层板的截面设计69 由于双向板沿同一方向相邻跨度比：，所以各区格的双向板应按单块的双向板计算，双向板按弹性分析的计算系数表插查《钢筋混凝土结构》下册表27。表格36板的弯矩计算区格B1B2B3B4L01(m)3.753.603.603.60L02(m)6.756.756.756.75l.1(m)/l02(m)0.560.530.530.535.225.035.185.182.682.122.192.19-8.45-8.11-8.18-8.18-8.45-8.11-8.18-8.18-6.68-6.68-6.68-6.68-6.68-6.68-6.68-6.6810.4截面设计截面有效高度：选用10钢筋作为受力主筋，则短跨方向跨中截面的，长跨方向跨中截面的，支座截面处的h0均取为90mm。选用C30混凝土（fC=14.3N/mm2）。板的配筋计算见表37及表38：表格37板的配筋计算截面mAS配筋实际配筋跨中B1区格904.18410523802.14228393B2区格904.02388523801.70202393B3区格904.14398523801.7521039369 B4区格904.14398523801.75210393支座B1-B290-6.16-401523B2-B290-6.13-401523B3-B390-6.13-401523B3-B490-6.13-428523B1边支座0190-8.45-461523B1边支座0290-6.68-423523B2边支座90-8.11-466523B3边支座0190-8.11-423523B3边支座0290-8.11-409523B4边支座0190-8.11-423523B4边支座0290-8.11-409523表格38弯矩计算及配筋B5边区格板带B6中区格板带中间跨中中间跨中计算跨度（m）2.702.70弯矩系数1/161/16弯矩KNm2.892.64As（mm2）91.68683.66配筋钢筋有效面积（mm2）103.56103.5611楼梯的设计69 图11.1楼梯结构平面布置板式楼梯，楼梯结构平面布置如图11.1所示。首层层高4.5，标准层层高3.9，踏步尺寸为150×300，采用的混凝土强度等级C30，钢筋采用HRB235级钢筋，楼梯上的均布活荷载的标准值q=2.0。11.1楼梯板的设计11.1.1板的倾斜度cos=0.89按构造取板厚为（1/25～1/30）的楼段斜板的长度，即取板厚h=（1/25～1/30）×3300=132～110，取h=120.取1m宽的板带作为计算单元。11.1.2荷载计算恒荷：踏步重斜板重20mm厚找平层合计5.901活荷：2.011.1.3荷载组合由可变荷载效应控制的组合：=1.2×5.901+1.4×2.0=9.88111.1.4截面设计69 计算跨度：3300mm=3.3m跨中弯矩：选用（523.0）,分布筋选用。11.2平台板设计11.2.1荷载计算(取1m宽板带计算)恒荷：平台板自重（假定版厚100mm）0.10125=2.5kN/m20mm找平层0.02120=0.40kN/m水磨石地面0.65kN/m合计3.55kN/m活荷2.0kN/m11.2.2荷载组合由可变荷载效应控制的组合：=1.2×3.55+1.4×2.0=7.0611.2.3截面设计计算跨度跨中弯矩69 选用（335.0）11.3平台梁的设计设平台梁截面：b=200h=40011.3.1荷载计算恒荷：楼段板传来9.881×3.3/2=16.304平台板传来7.06×（1.625/2+0.15）=6.795梁自重1.2×0.2×(0.4-0.1)×25=1.8合计24.89911.3.2内力计算计算跨度：　取两者中较小者l=3.57m内力设计值11.3.3配筋计算按第一类倒梁L形梁计算。翼缘宽度69 （取较小者）选用：314的纵向钢筋箍筋计算箍筋按构造配置12桩基础设计地质条件表39地质条件土层编号土层名称层底深度(m)γESfaφ°Ⅰ填土0.515.0----15Ⅱ粉土0.618.81019011Ⅲ粘土3.018.51221020最大冻深为0.6米。A柱设计荷载室内外地面高差为0.45m，室外设计地面标高与天然地面一致。作用与基础顶面的荷载为：Nmax=5180.05KNM=-18.84KN.mQ=-12.75KNN=5325.36KNMmax=-583.26KN.mQ=-157.26KN确定桩基材料桩身采用C30混凝土，钢筋采用HRB335级钢筋。承台采用C20混凝土，钢筋采用HPB235级钢筋。垫层采用C10素混凝土，100mm厚，承台埋深2.0m，采用钢筋混凝土圆形灌注桩，直径500mm，初定桩长为12m，承台梁截面尺寸为400mm×600mm。12.1桩基设计12.1.1确定单桩承载力特征值69 ＝=　12.1.2确定桩数、桩的排列及承台面积承台尺寸假定为2.4m×2.4m，则上部结构传来的竖向荷载标准值　由基础梁传来的荷载确定桩数　取n=4验算群桩中的单桩受力由最大轴力控制的单桩平均作用力　　.1NSUAN6262626262626262626262626262626262626262626262626262626262626262626262626262626262626262626262626262626262626262626262626262626262626262626262626262626262626262626262626262626262626262626262626262626262626262626262626262626262626262满足要求单桩所受最大及最小作用力：满足要求由最大弯矩控制的单桩平均作用力　　.1NSUAN6262626262626262626262626262626262626262626262626262626262626262626262626262626262626262626262626262626262626262626262626262626262626262626262626262626262626262626262626262626262626262626262626262626262626262626262626262626262626262满足要求69 单桩所受最大及最小作用力：　满足要求群桩地基强度验算实体基础的计算简图如图12.1。桩穿过土层的内摩擦角加权平均值图12.1实体基础计算简图扩散角　边框的外围之间的尺寸：等待实体基础底面长：　等待实体基础底面宽：　实体自重69 标准值设计值软弱下卧层验算桩端平面以下受力层范围内不存在软弱下卧层，因此无需验算。桩基水平承载力验算桩基桩顶水平荷载设计值当最大轴力控制时当最大弯矩控制时桩的水平变形系数＝＝查《建筑桩基技术规范》，其中　，对于钢筋混凝土桩，为混凝土弹性模量,　,,　取　查得＝取群桩效应综合系数--桩顶约束效应系数,--承台受x侧力向土一边的计算宽度,69 ,所以满足要求。验算桩基沉降求基底反力和基底附加压力桩尖平面处土的自重应力计算基底附加应力确定沉降计算深度因不存在相邻荷载的影响，故可以按下式估算：12.2基础沉降计算求使用表4.4时(《土力学与地基基础》)，因为它是角点下平均附加应力系数，而所计算的则为基础中点下的沉降量，因此查时要应用“角点法”，即将基础分为块相同的小面积，查表时按，查，查得的平均附加应力系数应乘以。校核,根据规范规定，先用表(《土力学与地基基础》)定下＝0.6，计算出,除以得0.009，表明所取符合要求。查表4.5(《土力学与地基基础》),得(假设基础最终沉降量　　满足要求69 表40用规范方法计算基础最终沉降量点号00101.00000142.130.69812792.42792.40.044122.86626.593.940.46043307.0514.60.0363120.04437.194.260.42083366.459.40.03632.156245.0660.00912.3配筋计算由于采用灌注桩,所以可用构造配筋.选用6Ф20()桩的强度满足要求承台设计承台受冲切承载力验算　　,,,,　　，取69 ，取满足要求。图12.2承台尺寸角桩受冲切承载力验算角桩向上冲切,从角桩内边缘至承台外边缘的距离　　　　　　　　　满足要求。承台受剪切承载力计算由于,故取　剪切系数69 由于x、y方向受剪情况相同，故都满足要求。承台受弯计算按最大轴力组合进行计算配筋配筋选用，（），沿平行Ｘ轴方向均匀布置。＝配筋选用，（），沿平行Ｙ轴方向均匀布置。B柱采用联合承台，计算过程略。参考文献[1]中华人民共和国国家标准，建筑结构荷载规范（GB5009-2001）[2]中华人民共和国国家标准，混凝土结构规范（GB50010-2002）[3]中华人民共和国国家标准，建筑结构荷载规范（GB50009-2001）[4]中华人民共和国国家标准，建筑结构制图标准（GB/T50105-2001）[5]中华人民共和国国家标准，建筑抗震设计规范（GB50011-2001）[6]建筑结构设计手册.安徽科技出版社69 [7]赵明华主编.土力学与基础工程（第二版）.武汉:武汉理工大学出版社,2003[8]吴培明主编.混凝土结构（第二版）.武汉:武汉理工大学出版社,2003[9]吕西林主编.高层建筑结构（第二版）.武汉:武汉理工大学出版社,2004[10]李必瑜主编.房屋建筑学.武汉:武汉工业大学出版社,2001[11]梁兴文,史庆轩编.土木工程毕业设计指导.北京:科学出版社，2005[12]于晓音，郭莉编.基础工程.北京:中国建筑工业出版社,2000[13]丰定国,王社良编.抗震结构设计.武汉:武汉理工大学出版社,2004[14]HuYuxian.EarthquakeengineeringinChina.EARTHQUAKEENGINEERINGVIBRATION.VOL.1,June2002[15]AmericanConcreteInstitute,CommentaryonBuildingCodeRequirementsforReinforcedConcrete,Detroit,MI,1985.致谢经过二个多月的紧张而又忙碌的学习，在指导老师和同学的帮助下，我终于完成了毕业设计。这段时间里，遇到了许多问题，这就使我不得不问老师，去查资料、规范，因此弥补了四年学习的不足，又从中学到了许多知识。大学期间，我曾经取得了不少的好成绩，与此同时也饱受着困难，挫折和磨难的考验。离别的季节也是收获的季节，看着自己辛勤劳动的成果，自己深感安慰，我深深知道，成绩不仅是我个人的成果，背后还有老师和同学们的关怀和无私的帮助。整个设计的过程中，老师和同学提供了无私的帮助，我不仅对以前学过的知识进行了回顾而且也培养了自己独立工作、理论联系实际的能力。当然，在作设计的过程中也看到了自己的缺点和不足之处。就是自己对以前的知识掌握得还不扎实，因此，在以后的工作中我会好好的努力，提高自己的水平。即将告别校园之际，回顾大学的学习生活，心潮澎湃，在这里我要感谢我的指导老师老师以及帮助过我的人，感谢他们对我的无私关怀和帮助。69'