某政府办公楼的设计-土木工程专业毕业设计

PAGE毕业设计论文PAGEPAGE29某政府办公楼的设计毕业设计[论文]任务书一、课题名称某政府办公楼二、课题内容建筑面积：6000平方米（可±5%）建筑层数：7层建筑高度：29.4米结构形式：钢筋混凝土框架结构抗震设防烈度：7度设防耐火等级：二级三、课题任务要求1建筑设计部分掌握一般多、高层房屋建筑设计的基本原理、方法及步骤；根据设计任务和使用要求确定设计方案；完成建筑物的平面、立面和剖面的设计。2结构设计部分掌握多、高层框架结构的布置方法；掌握结构的荷载计算、内力计算、内力组合和配筋计算的方法和步骤；掌握结构构造的处理方法；完成结构主要构件的配筋计算。四、主要的参考文献㈠建筑设计方面⒈房屋建筑学（高等学校统编教材）⒉建筑制图标准⒊房屋建筑制图统一标准⒋建筑设计参考资料集（建工部北京工业设计院）㈡结构设计方面⒈钢筋混凝土结构设计原理⒉多层及高层建筑结构设计⒊结构力学⒋建筑结构构造资料集⒌钢筋混凝土结构计算手册⒍地基及基础⒎建筑结构荷载规范⒏建筑抗震设计规范⒐建筑地基基础设计规范指导老师签字：教研室主任签字：年月日目录摘要································································1ABSTRACT····························································2第1章工程概况和建筑设计············································1.1工程概况·························································1.2建筑设计·························································第2章结构布置与计算简图·············································2.1结构布置··························································2.2计算简图··························································第3章重力荷载及重力荷载代表值的计算································3.1重力荷载的计算····················································3.2重力荷载代表值的计算··············································第4章横向框架侧移刚度的计算·········································4.1框架柱的侧移刚度··················································第5章横向水平荷载作用下框架内力和侧移的计算·························5.1地震荷载作用下框架的内力和侧移计算································5.2风荷载作用下框架的内力和侧移计算··································第6章竖向荷载作用下框架结构内力的计算·······························第7章恒、活载的内力计算··············································7.1恒荷载作用下结构的内力计算········································7.2活荷载作用下结构的内力计算········································第8章内力组合·······················································8.1结构抗震等级确定···············································8.2框架梁内力组合·················································8.3框架柱内力组合···················································第9章截面设计·······················································9.1框架梁截面设计·················································9.2框架柱截面设计····················································9.3框架梁柱节点核心区截面抗震验算···································第10章板的配筋计算···················································10.1板的设计资料······················································11.2板的内力计算······················································11.3板的配筋···························································第12章楼梯的设计·····················································12.1楼梯的设计资料····················································12.2楼梯的设计························································基础的设计····················································13.1基础的基本资料····················································13.2基础的计算························································第14章电算校核及分析···············································结语·······································································附录·······································································参考文献···································································第一章工程概况和建筑设计1.1工程概况某政府办公楼建筑层数7层，建筑面积：6000平方米，建筑高度：29.4米，结构形式钢筋混凝土框架结构．建筑物所在地区抗震设防烈度为7度，Ⅱ类建筑场地，基本雪压：0.47KPa，基本风压：0.39KPa，地面粗糙度为B类，最高气温42度，最低气温－4度．1.2建筑设计根据该房屋的使用功能和建筑设计要求，进行了建筑平面，立面和剖面设计，其标准层建筑平面和剖面的示意图分别见图1.2.1和1.2.2第2章结构布置与计算简图2.1结构布置根据该房屋结构的使用功能及建筑设计的要求，进行了建筑平面、立面及剖面设计，其建筑平面、结构平面和剖面图都已给出。主体结构共7层，一层层高为4.2米，2~7层为3.6米。女儿墙高为0.9米，局部突出屋面的塔楼为电梯机房，层高为3.6米。外墙采用250mm的空心粘土砖，填充墙采用200mm厚的混凝土空心砌块。门为铝合金门和木门，窗为铝合金窗，楼盖及屋盖采用钢筋混凝土结构，楼板厚度取100mm。主梁的截面尺寸按1/8~1/12进行估算，次梁的截尺寸按1/12~1/18进行估算。一层梁板柱混凝土采用C35的混凝土，其设计强度：=16.7,=1.57,二层到七层梁板柱采用C30的混凝土，其设计强度为：=14.3，=1.43。表2.1梁截面尺寸及各层混凝土的等级层次混凝土的强度ZL-1/mmZL-2/mmZL-3/mmZL-4/mmCL-1/mmCL-2/mm1C352503503005502503002504002503002~7C30柱的截面尺寸采用轴压比来进行控制，设计的框架采用的抗震等级为三级，其轴压比限值[]=0.9，各层的重力荷载代表值取为14，边柱负载面积为7.23.3，中柱的负载面积为7.24.65。由式，其中来确定柱的截面面积。一层柱的截面面积为：边柱中柱二层柱的截面面积为：边柱中柱如取为正方形柱子，则一层的边柱和中柱的截面高度分别为448.77和532.72；二层柱的边柱和中柱的截面高度分别为448.999和532.98。根据上述计算结果并综合考虑其它因素，本设计柱的截面尺寸取值如下：一层：二层到七层：2.2计算简图采用独立基础，基础的埋深为2.0，基础高度取为1.0，框架见图1-1所示。取顶层柱的形心线作为轴线，2~7层柱高度取为层高3.6，底层标高从基础顶面取至板底，取图2.1横向框架计算简图第3章重力荷载及重力荷载代表值的计算3.1重力荷载的计算3.1.1屋面及楼面的永荷载标准值⑴屋面（上人）：30厚细石混凝土保护层三毡四油防水层20厚水泥砂浆找平层150厚水泥蛭石保温层100厚钢筋混凝土板V型轻钢龙骨吊顶合计⑵一到六层楼面：瓷砖地面（包括水泥粗砂打底）100厚钢筋混凝土板V型轻钢龙骨吊顶合计3.1.2屋面及楼面可变荷载标准值上人屋面均布活荷载标准值楼面活荷载标准值屋面雪荷载标准值式中：为屋面积雪荷载分布系数，取=1.03.1.3梁、柱、墙、窗、门重力荷载代表值的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上的重力荷载；对墙、门、窗等可计算出单位面积上的重力荷载。具体计算过程如下，见表1.2所示。外墙体为250厚的空心小砌块（11.8），外墙面贴瓷砖（0.5），内墙面200厚抹灰，则外墙单位墙面的重力荷载为：内墙体为200厚的混凝土空心小砌块，墙面两侧各20的抹灰，则内墙单位墙体的重力荷载为：木门单位面积重力荷载为0.2，玻璃门及铝合金窗单位面积重力荷载为0.4。⑴一层的计算①木门的计算：M-1（）2个M-2（）2个M-3（）19个M-4（）4个M-5（）2个合计门的重量层次构件b/mh/mrg/m个//1ZL-10.300.60251.054.7256.624748.441600.12ZL-20.250.35251.052.2973.001282.692ZL-30.300.55251.054.3316.0020519.75ZL-40.250.30251.051.9692.101041.34CL-10.250.40251.052.6256.6012207.9CL-20.250.30251.051.9691.927.48柱0.600.60251.109.9005.55402197.82197.82~7ZL-10.300.60251.054.7256.6524754.11ZL-20.250.35251.052.2973.051284.071612.49ZL-30.300.55251.054.3316.1020524.08ZL-40.250.30251.051.9692.101042.33CL-10.250.40251.052.6256.6012207.9CL-20.250.30251.051.9691.927.48柱0.550.55251.108.3193.60401197.91197.9表3.1梁、柱重力荷载标准值注：1）表中为考虑梁、柱的粉刷层重力荷载而对其重力荷载的增大系数；表示单位长度构件重力，为构件数量。2）梁长度取净长，柱长度取层高。②窗的计算：C-1（）24个C-2（）3个C-3（）1个合计窗的重量③墙的重量的计算：通过计算，一层外墙的面积为315.03，内墙的面积为832.02，故一层内外墙的重量为：④楼板的重量的计算：楼板的面积为829.518⑵二至六层的计算①木门的计算：M-3（）25个M-4（）4个合计门的重量②窗的计算：C-1（）25个C-2（）3个C-3（）1个C-4（）2个合计窗的重量③墙的重量的计算：通过计算，二至六层外墙的面积为251.242，内墙的面积为807.79，故二至六层内外墙的重量为：④楼板的重量的计算：楼板的面积为825.378⑶七层的计算①木门的计算：M-3（）21个M-4（）4个M-5（）2个合计门的重量②窗的重量与二至六层相同：54.18KN③墙的重量的计算：通过计算，外墙的面积为251.242，内墙的面积746.445④板的计算：板的面积为900.9。本来在计算梁的重量时应扣除板厚，没有扣除，因此计算时应取板的净面积，即梁中间包围部分的板面积，故将100厚的钢筋混凝土板和V型钢龙骨吊顶单独拿出来算，其计算面积与2~6层相同，计算如下：表3.2各层梁、柱、门窗、墙、板的重力荷载标准值项次层次梁柱门窗墙板一层1581.222197.870.4483723.30452737.409二至六层1595.171197.966.0243407.88862723.747七层66.363221.43024260.7785⑤女儿墙的重量的计算：女儿墙的做法与外墙类似，取单位面积上重量为3.79，通过计算女儿墙的面积墙的面积为127.98，女儿墙的重量为。⑥突出屋面的电梯间和水箱的重量的计算：突出屋面的电梯间高为3.0，设有六个构造柱300300，梁采用250300。柱的重量为：板的重量为：梁的重量为：墙的重量为：电梯及桥箱设备取为200水、水箱的重量取为300突出屋面的电梯间和水箱的总重量为：3.2重力荷载代表值的计算重量荷载代表值取结构和构配件自重标准值和各可变荷载组合之和，各层的重力荷载代表值取各楼层标高上下各楼层的一半。重力荷载代表值：(1)永久荷载标准值一层永久荷载标准值：=1581.22+2737.409+1/2（2197.8+1197.9+70.448+66.024+3723.3045+3407.8886）=9650.31KN二层永久荷载标准值：=1595.17+2723.747+1/2（2197.8+1197.9+70.448+66.024+3723.3045+3407.8886）=9650.60KN三层至六层永久荷载标准值：=1595.17+2723.747+1/2[（1197.9+66.024+3407.8886）2]=8990.73KN七层永久荷载标准值：=1595.17+4260.7785+1/2（1197.9+66.36+3221.4302）+786.0446=8884.84KN(2)可变荷载组合值①一层到六层=S2.0==0.5②七层=S0.47==0.5各层的重力荷载代表值：计算的结果见图3.1所示。图3.1各质点的重力荷载代表值第4章横向框架侧移刚度的计算4.1计算各柱的侧移刚度表4.1横梁线刚度计算表层数类别1ZL-36600ZL-427002~7ZL-36600ZL-42700层次155502~73600表4.2柱线刚度计算表（1）底层柱的侧移刚度的计算：边框架边柱：边框架中柱：中框架边柱：中框架中柱：(2)二层柱的侧移刚度的计算边框架边柱：边框架中柱：中框架边柱：中框架中柱：(3)三至七层柱的侧移刚度的计算边框架边柱：边框架中柱：中框架边柱：中框架中柱：表4.3各层柱个数及侧向刚度D（）层次1234567426560590360579520579520579520579520579520由表可知，，故该框架为规则框架。第5章横向水平荷载作用下框架结构的内力和侧移计算5.1横向水平地震作用下框架结构的内力和侧移计算5.1.1横向自振周期计算将折算到主体结构的顶层，即：其中，H=5.55+3.66=27.15，=3.0，结构顶点的假想侧移由式来计算。其中—层第根柱子，共根。计算过程见表5.1所示。表5.1结构顶点的假想侧移的计算层次79943.889943.8857952017.16523.7669891.6319835.5157952034.23506.6059891.6329727.1457952051.30472.3749891.6339618.7757952068.36421.0739891.6349510.4057952085.43352.71210551.5060061.90590360101.74267.28110551.2170613.11426560165.54165.54按式计算基本周期，其中以为单位，取=0.7，则：5.1.2水平地震作用及楼层地震剪力计算本设计中结构高度不超过40，质量和刚度沿高度分布比较均匀，变形以剪切为主，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来计算，即：该设计的场地类别为ц类，为近震，故查表可知特征周期为，，，故地震影响系数，取为0.9，查表有=0.08，则：因，所以应考虑顶层附加水平地震作用。顶部附加地震作用系数按进行计算：各质点的水平地震作用按式计算，过程见表5.2所示。表5.2各质点横向水平地震作用及楼层地震剪力计算表层次30.15789.1923794.080.02079940.96122.88727.159096.55246971.330.215883425.19548.07623.559891.63232947.890.203625401.04949.11519.959891.63197338.020.172498339.741288.85416.359891.63161728.150.141370278.431567.28312.759891.63126118.280.110243217.131784.4129.1510551.5096546.230.084393166.211950.6215.5510551.2158559.220.051188100.842051.44注：顶端存在鞭端效应，表中计算时将顶端剪力值扩大了三倍，但增大的剪力部分不往下传递。各质点水平地震作用及楼层地震剪力沿房屋高度的分布图如图5.1所示5.1.3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式和来计算，计算过程见表5.3所示，表中还计算出了各层的层间弹性位移角。由表5.3可知，最大层间弹性位移角发生在第2层，其值为，满足式，其中由规范查出为1/550。（a）水平地震作用分布（b）层间剪力分布图5.1横向水平地震作用下的位移验算表5.3横向水平地震作用下的位移验算层次7548.075795200.94518.70336001/38106949.115795201.63817.75836001/219851288.855795202.22416.12036001/161941567.285795202.70413.89636001/133131784.415795203.07911.19236001/116921950.625903603.3048.11336001/109012051.444265604.8094.80955001/11445.1.4水平地震作用下框架内力计算以轴线框架即框架KJ-3为例，框架柱端剪力及弯矩分别按和，，其计算过程见表5.5所示。表5.4为D值法的反弯点高度的修正表。表5.4反弯点高度修正表层次A、E轴线柱的反弯点高度比B、C轴线的反弯点高度比70.29750000.29750.34590000.345960.39750000.39750.400000.4050.44750000.44750.450000.4540.450000.450.450000.4530.500000.500.500000.5020.55000.500.50000.4510.7025000.65250.6691000.6191水平地震荷载作用下的梁端弯矩和剪力及柱的轴力按式：，，，来计算。具体计算构成见表5.6所示。表5.6横向框架KJ-3梁端弯矩、剪力及柱轴力计算层次A~B和C~E轴线间的梁B~C轴线间的梁柱轴力NA、E轴线柱B、C轴线柱732.2727.939.122.29661.5859.116.618.2919.5419.542.714.4727.416.11591.2884.786.626.6828.0228.022.720.7654.0912.034120.56112.306.635.2837.1337.132.727.5089.3715.473133.87124.406.639.1341.1341.132.730.47128.524.132156.54152.966.646.8950.5750.572.737.46175.3933.561177.78155.106.650.4351.2751.272.737.98225.8246.01注：1）力中负号表示拉力，当为左地震作用时，左侧两根柱为拉力，对应的右侧两根柱为压力。2）表中M的单位为，V的单位为，N的单位为，单位为。水平地震作用下框架的弯矩图、梁端剪力图及柱轴力如图5.2所示。5.2横向风荷载作用下框架结构内力和侧移的计算5.2.1风荷载标准值风荷载标准值按式进行计算，基本风压，由荷载规范知，=0.8（迎风面）和（背风面），C类地区，，查表，，，查表得，由式：仍取横向KJ-3框架作为计算的横向框架，其负荷宽度为7.2m,由式：（a）框架弯矩图（）（b）梁端剪力及柱轴力图（）图5.2左地震作用下框架弯矩、梁剪力及柱轴力图（）风荷载沿房屋高度的变化（单位：）根据各楼层的标高处的高度，由表查得，代入上式可得各楼层标高处的，见表4.7所示，沿房屋高度的分布见图5.3所示。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，应采风振系数来考虑风压脉动的影响。本设计房屋的高度，但,查表得，在1.1178~1.5331间变化，即风压脉动的影响较大，因此，该房屋应该考虑风压脉动的影响。框架结构分析时，应按静力等效的原理，将图5.3（a）的分布风荷载转化为节点集中荷载，如图5.3（b）所示。其计算过程如下：（）等效节点集中风荷载（单位：）图5.3框架上的风荷载5.2.2风荷载作用下水平位移的验算根据图5.3（b）所示的水平荷载，由式计算层间剪力，然后根据表4.3的侧移刚度值求出横向框架KJ-3的侧移刚度，再按式计算出各层的相对侧移和绝对侧移，计算过程见表5.7所示。由表5.7可知，风荷载作用下框架的最大层间位移角为，满足规范的要求。表5.7风荷载作用下框架层间剪力及侧移计算层次123456713.92511.75612.65813.15115.46317.16815.544100.26586.3474.58461.92648.17532.71215.5444265605903605795205795205795205795205795200.23510.14620.12870.10690.08310.05640.02680.23510.38130.51000.61690.70000.75640.78321/233921/246241/279721/336771/433281/638161/1344075.2.3风荷载作用下框架结构内力计算以横向框架KJ-3为例，框架柱端剪力和弯矩分别按：和，，其计算过程见表5.9所示。其中表5.8为D值法的反弯点高度的修正表。表5.8反弯点高度修正表层次A、E轴线柱的反弯点高度比B、C轴线的反弯点高度比70.3150000.3150.3620000.36260.4000000.4000.4120000.41250.4500000.4500.4620000.46240.4500000.4500.4620000.46230.4500000.4500.4620000.46220.500000.4500.500000.47310.7000000.7000.650000.632表5.9横向框架KJ-2梁端弯矩、剪力及柱轴力计算层次A~B和C~E轴线间的梁B~C轴线间的梁柱轴力NA、E轴线柱B、C轴线柱78.256.725.72.633.313.312.42.7562.630.13619.0116.835.76.298.298.292.46.9098.910.75530.6826.685.710.0613.1413.142.410.9518.971.64443.2137.645.714.1818.5418.542.415.4533.162.91353.4146.585.717.5422.9422.942.419.1150.704.49262.8554.165.720.5326.6826.682.426.6871.236.19166.1066.195.723.2132.6132.612.432.6194.4410.16注：1）力中负号表示拉力，当为左风作用时，左侧两根柱为拉力，对应的右侧两根柱为压力。2）表中M的单位为，V的单位为，N的单位为，单位为。水平地震荷载作用下的梁端弯矩和剪力及柱的轴力按式：，，，来计算。具体计算构成见表5.10所示。水平风荷载作用下框架的弯矩图、梁端剪力图及柱轴力如图5.4所示。（a）框架弯矩图（）（b）梁端剪力及柱轴力图（）图5.4左风作用下框架弯矩、梁剪力及柱轴力图表5.5横向框架KJ-2柱端弯矩及剪力计算层次A轴线和E轴线柱B轴线和C轴线柱yy73.6548.075795201349012.760.59500.297532.2713.671668015.770.79180.345937.1319.6463.6949.115795201349022.090.59500.397547.9131.611668027.320.79180.4059.0139.3453.61288.855795201349030.000.59500.447559.6748.331668037.100.79180.4573.4660.1043.61567.285795201349036.480.59500.4572.2359.101668045.110.79180.4589.3273.0833.61784.415795201349041.540.59500.5074.7774.771668051.360.79180.5092.4592.4523.61950.625795201375045.430.60990.5081.7781.771698056.100.81150.45111.0890.8815.552051.445795201035049.780.64770.652596.01180.271136054.630.86180.6191115.49121.76表5.6横向框架KJ-2柱端弯矩及剪力计算层次A轴线和E轴线柱B轴线和C轴线柱yy73.615.54460340134903.4750.59500.24979.413.10166804.2970.79180.310.834.6463.632.7120.7918134907.3130.59500.3517.119.21166809.0430.79180.395919.6712.8953.648.1750.79181349010.7700.59500.4023.2615.511668013.3170.79180.445926.5621.3843.661.9260.79181349013.8450.59500.447527.5422.301668017.1180.79180.4533.8927.7333.674.5840.79181349016.6740.59500.4533.0127.011668020.6180.79180.4540.8233.4023.686.34614601375019.3160.60990.4538.2531.291698023.8540.81150.4547.2338.6415.55100.265434201035023.9000.64770.6546.4386.221136026.2320.86180.6058.2487.35注：表中量纲为，V的量纲为KNPAGEPAGE54第6章竖向荷载作用下框架结构的内力计算6.1横向框架的计算6.1.1横向框架的计算取KJ-3作为框架进行计算，计算单元宽度为7.2m，如图6.1所示。由于房间内布置次梁，故直接传给该框架的楼面荷载，如图水平阴影线所示，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荷载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和柱的中心线不重合，因此在框架节点上还作用有集中力矩。6.1.2荷载的计算图6.1横向框架的计算单元①恒载计算：的如图6.2所示，，代表横梁自重为均布荷载对于7层：为两边的房间传给横梁的梯形荷载：为两边的房间传给横梁的三角形荷载：，分别为边纵梁直接传给柱的荷载，它包括梁自重、楼板重和女儿墙等的重力荷载，如下：集中力矩：图6.2各层梁上作用的恒载对于2~6层：为两边的房间传给横梁的梯形荷载：为两边的房间传给横梁的三角形荷载：，分别为边纵梁直接传给柱的荷载，它包括梁自重、楼板重和女儿墙等的重力荷载，集中力矩：对于1层：为两边的房间传给横梁的梯形荷载：为两边的房间传给横梁的三角形荷载：，分别为边纵梁直接传给柱的荷载，它包括梁自重、楼板重和女儿墙等的重力荷载，计算如下：集中力矩：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4.3所示。图6.3各层梁上作用的活载对于7层：同理，在屋面雪载作用下：对于2~6层：对于1层：以上计算汇总见表6.1和6.2。表6.1横向框架恒载汇总表层次74.3311.96917.8566.696139.40154.0117.42519.252~613.6031.96911.884.455146.75175.5118.34421.95113.6031.96911.884.455146.75175.5120.0126.34表6.2横向框架活载汇总表层次77.25.430.2446.0363.785.7557(雪)1.6921.2697.1110.8180.8881.3522~67.25.430.2446.0363.785.75517.25.430.2446.0364.5366.9066.1.3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，故计算时可采用半框架。荷载在梁上的分布如图6-2和6-3所示。计算固端弯矩时，可将梯形荷载转化为弯矩等效的均布荷载来计算，见图6-4所示。转化的结果见表6-3和6-4。梁构件在弯矩等效的均布荷载作用下的固端弯矩为：，，，梯形荷载：，，三角形荷载：图6-4荷载的等效表6-3横向框架恒载的等效均布荷载层次74.3311.96917.8566.69619.8936.1542~61.9691.96911.8804.45523.9574.75311.9691.96911.8804.45523.9574.753表6-4横向框架活载的等效均布荷载层次753.3757（雪）1.6921.2691.4750.7932~753.375753.375第7章恒、活载内力计算7.1恒载作用下的框架内力计算计算方法本设计恒载作用下的内力计算采用分层法。在框架中，除底层外的所有线刚度取框架实际线刚度的0.9倍。用弯矩分配法计算梁、柱端弯矩结构内力可采用弯矩分配法计算，并可利用结构对称性取二分之一结构计算。注意除底层外，柱的线刚度需要乘以修正系数0.9,并且除底层外其他各层柱的弯矩传递系数均取1/3。线刚度的修正：底层柱：,其它层柱：修正后的梁柱线刚度见表6-1所示：表7-1梁柱线刚度表（）层次梁柱（）2～73.78131.255.719113.78131.256.1297结点的分配系数以及固端弯矩计算：顶层：各杆件分配系数计算：A结点分配系数：B结点分配系数：各杆件固端弯矩：中间层：A结点分配系数：B结点分配系数：各杆件固端弯矩计算：底层：A结点分配系数：B节点分配系数：各杆端固端弯矩计算：由纵向框架梁在边柱上的偏心矩引起的框架边节点附加偏心弯矩：顶层：中间层：底层：表7-2分层法分配系数及恒载作用下固端弯矩计算结果（）结点单元ABC分配系数AB端BA端BC端CB端顶层0.602—0.3980.3730.565—0.062—中间层0.3760.3760.2480.2390.3610.3610.039—底层0.3870.3620.2510.2410.3720.3720.040—固端弯矩顶层——-72.21272.212——-3.739-1.869中间层——-86.96486.964——-2.887-1.444底层——-86.96486.964——-2.887-1.444弯矩分配法计算过程如图7-1所示。计算所得结构单元的弯矩图见图7-2。七层二至六层一层图7-1恒载作用下（单位：KN·m）七层二至六层一层图7-2恒载分层法弯矩计算结果进行二次分配：图7-3恒载二次分配计算结果图7-4恒载作用下（M单位：KN·m）图7-5坚向恒载作用下的弯矩调幅（调幅系数：0.85）七层二至六层一层图7-6活载作用下（M单位：KN·m）二至六层一层图7-7活载分层法弯矩计算结果进行二次分配：图7-8活载二次分配计算结果图7-9坚向活载作用下（M单位：KN·m）七层7－10雪荷载作用下（M单位：KN·m）7－11雪荷载作用下（M单位：KN·m）7－12雪荷载作用下的二次分配（M单位：KN·m）图7-13雪荷载作用下（M单位：KN·m）7.2梁端剪力和柱轴力的计算1．恒载作用下：边跨：柱重：（标准层）（底层）中跨：2.活载作用下：计算公式与恒载相同。计算结果列于下表7-3,7-4中。表7.3活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的轴力AB跨BC跨AB跨BC跨AB跨BC跨A柱B柱757.147.18-0.62056.5257.767.18195.92225.87218.95248.90673.405.67-0.35073.0573.755.67372.62402.57503.89533.84573.405.67-0.35073.0573.755.67612.37642.32788.83818.78473.405.67-0.35073.0573.755.67862.12892.071073.771103.72373.405.67-0.35073.0573.755.671111.871141.821358.711388.66273.405.67-0.34073.0673.745.671361.631391.581643.641673.57173.405.67-0.59072.8173.995.671611.141666.091928.821983.77表7.4活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的轴力AB跨BC跨AB跨BC跨AB跨BC跨A柱B柱==717.28（4.06）3.65（0.86）-0.465（-0.36）0（0）16.815（3.70）17.745（4.42）3.65（0.86）47.055（10.81）67.431（16.098）617.28（0）3.65（0）-0.167（-0.28）017.113（-0.28）17.447（0.28）3.65（0）94.408（40.77）134.564（62.414）517.283.65-0.26017.0217.543.65141.668（71.07）201.79（108.45）417.283.65-0.26017.0217.543.65188.93（101.25）269.02（154.49）317.283.65-0.26017.0217.543.65236.1887（131.49）336.24（200.522）217.283.65-0.26017.0217.543.65283.45（161.73）403.47（246.65）117.283.65-0.31016.9717.593.65330.66（191.97）470.47（292.59）注：表中括号内数值为屋面作用雪荷载（），其它层楼面作用活荷载（）对应的内力，V以向上为正。毕业设计论文PAGEPAGE64第8章内力组合8.1抗震等级结构的抗震等级可根据结构类型、地震烈度、房屋高度等因素，由规范查得。根据规范可知本工程的框架为三级抗震等级。8.2框架梁内力组合本设计考虑四种组合，即，，，（其中）。此外，对于本设计，这种内力组合与考虑地震作用的组合比较一般较小，对结构设计不起控制作用，故不予考虑。根据上述几种组合，结合梁柱的控制截面进行内力的计算。其中梁的控制截面位于梁端柱边及最大弯矩处，柱的控制截面在柱底和柱顶。由于框架对称，梁的每一层有五个控制截面，1，2，3，4，5，其中2和5为跨中最大弯矩处，横向框架KJ-2的控制截面如图7.1所示，梁内力组合见表8.1所示。图8.1横向框架KJ-3的梁柱控制截面在表8.1中，1，3，4的组合可直接计算出来，对于跨间最大弯矩可根据梁端弯矩组合值及梁上荷载设计值计算出来。有平衡条件确定。由图8.1可得：图8.2均布和梯形荷载下的计算图形若，说明，其中x为最大正弯矩截面至A支座的距离，则X可由下式求解：将求得的x值代入下式可得跨间最大弯矩值：若，说明若，则同理，可求得均布荷载作用下的，X和的计算公式如图所示图8.3均布荷载下的计算图形VA=-（MA+MB）/l+q1l/2+q2x可由下式解得：VA=q1x+x2q2/l可得跨间最大正弯矩值：Mmax=MA+VAx-q1x2/2-x3q2/3l工程中，梁上荷载设计值，七层：①在组合下边跨左震：=58.19故发生在距离左支座2.832m处。右震：=81.90故发生在距离右支座3.69m处。剪力计算，AB净跨左震（顺时针方向为正）（顺时针方向为正）右震则中跨左震：.m右震：结构对称，作用在结构上的荷载也是对称的，则有：剪力计算BC净跨左震右震则②在组合下，边跨左风：故发生在距离左支座3.12m处。右风：故发生在距离左支座3.36m处。中跨左风：③在组合下，边跨故发生在距离左支座3.25m处。中跨故故发生距离左支座1.35m处。④在组合下，边跨：中跨：一层至六层按七层相同的原理计算，计算结果见表7.1中和。8.3框架柱内力组合取每层柱顶和柱底两个控制截面，按如下方式进行内力组合：非抗震设计：①②③④抗震设计：在考虑地震作用效应时，取屋面为雪荷载进行组合。由于第②种情况下的组合一般不起控制作用，故不予考虑。组合情况见表8.2和表8.5，表8.2为KJ-3边柱的组合情况，表8.6为KJ-3中柱的组合情况．由于柱是偏心受力构件，且一般采用对称配筋，故应从上述组合中求出下列最不利内力：⑴||及相应的N⑵及相应的M⑶及相应M毕业设计论文PAGEPAGE70表8.1横向框架KJ-3内力组合表层次截面内力1.2SGK+1.26（SQK+SWK）V=七层1M-52.08-18.247(-3.05)9.4132.27-77.48-101.19-28.32-99.64-89.00-92.3266.90V56.5216.82(3.70)-2.66-9.1290.3297.0358.0478.2094.0096.553M-55.55-21.318(-5.42)-8.41-27.91-110.95-89.76-101.14-39.45-98.96-104.10V57.7617.75(4.42)2.669.12100.6093.8976.0848.4497.26100.354M-6.01-5.06(-0.64)2.699.22-11.00-17.781.15-19.22-13.51-15.1914.86V7.183.65(0.86)-1.99-6.8311.7916.812.0717.1713.8414.93跨间M250.7849.1156.7150.1365.0147.63M3-5.86-6.431.42-3.90-4.784.99六层1M-69.78-21.2520.2161.58-85.06135.98-13.96-150.06-111.96-113.49100.23V73.0517.11(-0.28)-5.83-18.29101.52116.2162.89103.31111.80111.223M-71.73-22.36-18.27-59.11-137.27-91.23149.88-19.25-115.61-117.38V73.7517.45(0.28)5.8318.29118.19103.49104.4864.06113.61113.324M-4.14-5.876.0419.54-4.76-19.9814.38-28.81-11.25-13.1923.15V5.673.65-4.47-14.475.7717.04-8.3423.6311.3011.91跨间M289.3187.4278.5377.6691.3488.64M311.3823.4224.2424.2421.4320.81五层1M-69.01-20.7932.4791.28-68.10-149.9219.87-181.86-113.95-111.92106.25V73.0517.02-9.41-26.6897.25120.9653.71112.67115.64111.493M-70.99-22.49-29.65-84.78-150.88-76.17-177.569.80-118.33-116.67V73.7517.549.4126.68122.4698.74113.6554.69117.10113.014M-4.26-4.219.8028.021.93-22.7624.47-37.45-9.96-11.0128.72V5.673.65-7.26-20.762.2620.55-15.2930.5811.3011.91跨间M298.3394.5389.0384.5297.4797.98M311.2518.7827.3827.3821.4418.63四层1M-69.01-2.7943.05120.56-54.76-163.2552.23-214.21-113.95-111.92117.44V73.0517.02-12.82-35.2892.95125.2644.21122.18115.64111.493M-70.99-22.49-41.54-112.30-165.87-61.19-207.9740.21-118.33-116.67V73.7517.5412.8235.28126.7594.45123.1545.19117.10113.014M-4.26-4.2113.7337.136.88-27.7234.54-47.52-9.96-11.0133.22V5.673.65-1.17-27.50-1.4124.44-22.7438.0311.3011.91跨间M2112.01116.71100.5694.96112.73110.38M38.7420.4332.3732.3721.4418.63三层1M-69.01-20.7955.31133.87-39.32-178.7066.93-228.92-113.95-111.92122.22V73.0517.02-18.13-39.1386.26131.9539.95126.43115.64111.493M-70.99-22.49-51.52-124.40-178.44-48.61-221.3453.38-118.33-116.67V73.7517.5418.1339.13133.4487.76127.4140.93117.10113.014M-4.26-4.2117.0341.1311.04-31.8738.96-51.94-9.96-11.0137.65V5.673.65-12.61-30.47-4.4927.29-26.0241.3111.3011.91跨间M2112.50107.37106.94100.37114.63115.81M518.6228.4440.9640.4621.4418.63二层1M-68.88-20.7465.26156.54-26.56-191.0292.23-253.81-113.78-111.69131.57V73.0617.02-19.07-46.8985.09133.1531.39135.01115.65111.503M-70.81-22.44-60.60-152.96-189.60-36.89-252.6985.35-118.03-116.39V73.7417.5419.0746.89134.6286.56136.0732.35117.09113.044M-4.29-4.2220.0350.5714.77-35.7049.35-62.41-10.01-11.0648.04V5.673.65-14.84-37.46-7.3030.10-33.7549.0411.3011.91跨间M257.4346.00119.39117.7940.6541.26M527.4727.4744.7544.7517.6314.71一层1M-66.05-20.1377.72177.78-7.42-203.27118.20-274.70-110.11-108.16135.75V72.8116.97-22.81-50.4380.01137.4927.20138.65115.26111.133M-69.94-22.17-72.81-155.10-203.60-20.12-254.0388.74-116.59-114.97V73.9917.5922.8150.43139.6982.21140.1728.72117.48113.414M-4.45-4.2624.0751.2719.62-41.0449.94-63.36-10.27-11.3048.03V5.673.65-17.83-37.98-11.0633.87-34.3249.6111.3011.91跨间M261.1055.08138.13115.50115.5841.22M536.0236.0254.3054.3011.838.98注:表中和分别为AB跨和BC跨的跨间最大正弯矩。M以下部受拉为正。SQK一项中括号内的数值表示屋面作用雪荷载时对应的内力。表8.2横向框架A柱弯矩及轴力组合层次截面内力1.2SGK+1.26（SQK+SWK）|Mmax|及NNmin及MNmax及M7柱顶M43.8314.47-9.41-32.2758.9782.6817.2887.7571.4572.8687.7517.2871.45N195.9247.06-2.66-9.21291.05297.75213.76233.92301.76300.98233.92213.76301.76柱底M-33.70-9.673.1013.67-48.72-56.53-24.20-54.33-53.48-53.98-54.33-24.20-53.48N225.8747.06-2.66-9.12326.99333.69244.31263.69340.69336.92263.69244.31340.696柱顶M30.057.81-17.11-47.9124.3467.46-15.6782.3349.6348.7467.46-15.6749.63N372.6294.41-8.49-27.41555.40576.80399.91460.48600.40571.84576.80399.91600.40柱底M-31.42-8.519.2131.61-36.82-60.03-1.46-71.32-50.93-49.62-60.03-1.46-50.93N402.5794.41-8.49-27.41591.34612.74430.47491.04627.54605.78491.04430.47627.545柱顶M31.428.51-23.26-59.6719.1277.73-29.55102.3250.9349.62102.32-29.5550.93N612.37141.67-17.90-54.09890.79935.90639.07758.61958.03933.71758.61639.07958.03柱底M-31.42-8.5115.5148.33-28.88-67.9717.02-89.79-50.93-49.62-89.7917.02-50.93N642.32141.67-17.90-54.09926.73971.84669.63789.16998.46969.65789.16669.63998.464柱顶M31.428.51-27.54-72.2313.7383.13-43.43116.2050.9349.021116.20-43.4350.93N862.12188.93-30.72-89.371233.891311.30878.941076.451332.451289.571076.45878.941332.45柱底M-31.42-8.5122.3059.10-20.33-76.5228.92101.69-50.93-49.62101.6928.92-50.93N892.07188.93-30.72-89.371269.831347.24909.491117.001382.881325.511117.00909.491726.873柱顶M31.428.51-33.01-74.776.8390.02-46.23119.0150.9349.62119.01-46.2350.93N1111.87236.19-48.85-128.51570.291693.391114.551398.531726.871645.351398.531114.551726.87柱底M-31.65-8.5827.0174.77-15.10-82.8246.23-119.01-51.31-49.99-119.0146.23-51.31N1141.82236.19-48.85-128.51606.231729.331145.091429.081767.311699.371429.081145.091767.312柱顶M31.038.38-38.25-81.77-0.4095.99-54.43126.2850.2748.9795.99-54.4350.27N1361.63283.45-67.92-175.391899.002072.151341.591729.202126.312021.312072.151341.592126.31柱底M-33.34-6.8131.2981.77-9.16-88.0154.49-127.83-51.82-49.54-88.011372.14-51.82N1391.58283.45-67.92-175.391936.942108.091372.141759.752166.742057.252108.09-75.812166.741柱顶M25.308.78-46.43-96.01-17.0899.92-75.81136.3842.9442.6599.92-75.8142.94N1611.14330.66-90.73-225.822235.682464.321526.472061.532425.142396.292464.321562.472425.14柱底M-12.65-4.3986.22180.2787.93-129.351840.06-214.34-21.47-21.33-129.35184.06-21.47N1666.09330.66-90.73-225.822301.622530.261618.522233.432496.582462.232530.261618.522496.58表8.3横向框架A柱剪力组合层次1.2SGK+1.26（SQK+SWK）7-21.54-3.343.4812.76-25.67-34.44-9.57-37.77-32.4230.5345.516-17.08-4.887.3122.09-17.44-35.864.50-44.31-27.94-27.3343.025-17.46-4.7310.7730-13.34-40.4812.93-53.37-28.30-27.5748.574-17.46-4.7313.8436.48-9.47-44.3520.09-60.53-28.30-27.5753.223-17.524.7516.6741.54-6.00-48.0125.61-66.19-28.38-27.6757.612-17.88-4.2219.3245.43-2.43-51.1229.81-70.59-28.36-27.3761.331-8.21-2.8529.6659.7423.93-50.8656.19-75.84-13.93-13.8977.12注：表中V以绕顺时针方向为正，为相应于本层柱净高上、下两端的剪力设计值。表8.4横向框架B柱弯矩及轴力组合层次截面内力1.2SGK+1.26（SQK+SWK）|Mmax|及NNmin及MNmax及M7柱顶M-40.63-4.88-10.83-37.13-68.55-41.26-84.96-2.90-57.7055.59-84.96-84.76-57.70N218.9567.43-0.67-2.29346.86347.74289.35300.42372.37346.25289.35289.35372.37柱底M30.615.904.6419.6449.6737.9855.8012.3946.9544.6155.8055.8046.95N248.9067.43-0.67-2.29388.99399.68329.91324.97410.81382.19329.91329.91410.816柱顶M-26.96-5.87-19.67-59.01-65.48-15.91-96.0934.33-43.02-41.62-96.09-96.09-43.02N503.89134.56-2.03-6.11719.99725.11586.60600.10778.25717.87586.60586.60778.25柱底M28.286.2412.8939.3458.0325.5575.50-11.4344.4242.6775.5075.5044.42N533.84134.56-2.03-6.11745.93751.05617.15630.65820.68753.81617.15617.15820.685柱顶M-28.28-6.24-26.56-73.46-75.26-8.33-113.2049.15-44.42-42.67-113.20-113.20-44.42N788.83201.79-4.18-12.031133.921144.45904.98931.561230.151153.92904.98904.981230.15柱底M28.286.2421.3860.1068.7314.8598.44-34.3844.4242.6798.4498.4444.42N818.78201.79-4.18-12.031169.861180.39935.53962.111270.581036.10935.53935.531270.584柱顶M-28.28-6.24-33.89-89.32-84.490.91-130.7366.67-44.42-42.67-130.73-130.73-44.42N1073.77269.02-6.83-15.471557.221574.431226.111260.291682.051589.971226.111226.111682.05柱底M28.286.2427.7373.0876.746.85112.78-48.7344.42-42.67112.78112.7844.42N1103.72269.02-6.83-15.471593.151610.371256.651290.841722.481615.901256.651256.651722.483柱顶M-28.28-6.24-40.82-92.45-93.239.63-134.1970.13-44.42-42.67-134.19-134.19-44.42N1358.71336.24-12.35-24.1382.002008.021541.471594.792133.952056.021541.471