【《南阳市W公司宿舍楼建筑与结构设计》17000字】

南阳市W公司宿舍楼建筑与结构设计摘要 11绪论 32建筑方案设计 32.1平面设计 32.1.1总平面设计 32.1.2首层平面设计 32.1.3标准层平面设计 32.1.4顶平面设计 32.2立面设计 32.3剖面设计 42.4墙体做法 42.5楼面做法 43结构设计方案 43.1工程概况 43.2结构类型和材料选用 43.3设计标高和建筑等级 43.4环境影响 53.5土质状况 53.6抗震设防的相关参数 54结构的布置 54.1设计的选材和截面尺寸的确定 54.1.1梁截面确定 54.1.2柱的截面确定 64.1.3板厚度确定 65框架计算简图及梁柱线刚度 65.1确定框架计算简图 65.2框架梁柱的线刚度计算 75.3框架柱抗侧移刚度计算 86荷载计算 96.1恒载标准值计算 96.1.1楼面屋面做法 96.1.2梁柱自重 106.1.3墙体自重及女儿墙自重 106.2活载标准值计算 116.3一榀框架竖向荷载的计 116.3.1恒载标准值计算 116.3.2活载标准值计算 147水平地震荷载作用下框架内力计算 167.1重力荷载代表值计算 167.2自振周期计算 177.2.1结构整体抗侧刚度 177.2.2自振周期计算 177.3横向地震作用计算 187.4地震作用变形验算 207.5框架地震内力计算 217.5.1反弯点的计算 21表7.6弯点计算 217.5.2地震作用下框架柱剪力和弯矩计算 227.5.3地震作用下框架梁端弯矩计算 227.5.4地震作用下框架梁剪力和柱轴力计算 238风荷载作用下框架计算 258.1风荷载集中力计算 258.2风荷载作用下的水平位移验算 26表8.3各楼层相对转角验算 268.3风荷载作用下框架结构内力计算 268.3.1风荷载下框架柱剪力和弯矩计算 268.3.2风荷载下框架梁端弯矩计算 278.3.3风荷载下框架梁剪力和柱轴力计算 289竖向荷载作用下内力计算 319.1一榀框架竖向恒载计算 319.1.1计算分配系数 319.1.2计算杆件固端弯矩 329.1.3计算杆端弯矩 349.1.4恒载作用下梁柱剪力的计算 369.1.5恒载作用下柱轴力的计算 379.2一榀框架竖向活载计算 399.2.1计算杆件固端弯矩 399.2.2计算杆端弯矩 409.2.3活载作用下梁端剪力的计算 449.2.4活载作用下柱剪力和轴力的计算 4510内力组合 4810.1竖向荷载弯矩调幅 4810.1.1恒载作用下的梁端弯矩调幅 4810.1.2活载作用下的梁端弯矩调幅 4910.2梁控制截面的内力组合 5010.3柱控制截面内力组合 5511截面设计 6111.1内力调整 6111.1.1梁端内力调整 6111.1.2柱端内力调整 6111.2框架梁的截面设计 6211.2.1正截面受弯计算 6211.2.2梁斜截面受剪计算 6611.3柱截面设计 6711.3.1框架柱正截面计算 6811.3.2框架柱斜截面计算 8012板截面设计 8112.1荷载计算 8112.2弯矩计算 8212.3板的配筋计算 8313楼梯设计 8413.1梯板设计计算 8413.2平台板设计计算 8413.3平台梁设计计算 8514基础设计 8714.1材料选用 8714.2地基承载力特征值层fa 8714.2.1计算依据 8714.3边柱独立基础设计 8814.3.1基底面积计算 8814.4中柱联合基础设计 9214.4.1基底面积计算 9214.4.2验算持力层地基承载力 9314.4.3计算基底净反力 9414.4.4基础配筋的计算 96参考文献 99摘要由任务书可知此次设计分为建筑设计和结构设计，该结构为钢筋混凝土框架结构抗震烈度为7度。建筑物高度为21.90m，建筑层数5层，面积6446.0m²。在建筑设计这块主要是进行过方案设计，因此来绘制出首层平面图，标准层平面图，正立面，侧立面图，楼梯剖面图以及部分详图。在结构设计这个板块，通过对④轴框架对其内力分析计算，初步估算出此建筑物的梁板柱截面尺寸，并在各种荷载组合作用下求出其内力及进行内力分析。最后对其板、楼梯及基础严格按照最新规范的有关规定进行设计。关键词：抗震烈度，内力分析，建筑设计1绪论我本次毕业设计题目选取的是南阳市W公司宿舍楼，仔细阅读任务书进行初步的建筑设计方案。在本次设计中我学到了很多东西，通过绘制图纸我的CAD、天正等绘图软件软件用的越来越娴熟了。同时在设计过程中对结构设计这块收获也不小，比如对一榀框架结构在对各种荷载作用下进行内力分析，内力组合，弯矩调幅等。此次设计锻炼了我的设计能力以及还让我对以前所学的知识得以回顾，为我今后进入社会工作打下良好的基础。在大学本科教育中，毕业设计是对毕业生的一个重要考核。它也是毕业前的一个综合学习阶段及对大学期间所学专业知识的全面总结。本次毕业设计中由于自己的能力问题，肯定会有很多细节问题处理的不恰当，敬请老师予以指导。2建筑方案设计2.1平面设计2.1.1总平面设计该宿舍楼位于南阳市W公司内。该建筑层数为五层宿舍楼，总平面长65m，宽20m，首层的层高为3.9m,标准层的层高为3.6m，建筑面积为6446.00m²。2.1.2首层平面设计该宿舍楼首层有厕所、宿舍、配电间、活动室、接待室，宿舍的开间为3.6m。2.1.3标准层平面设计标准层平面图的房间主要就是以宿舍为主。2.1.4顶平面设计该宿舍楼为上人屋面，女儿墙高度为1.2m，2％的找坡，设有雨水孔。2.2立面设计本建筑首层层高为3.9m，其他层高为3.6m。2.3剖面设计剖面设计主要分析建筑物各部分应有的高度。2.4墙体做法内外墙做法：墙体采用200mm厚的蒸压粉煤灰加气混凝土砌块，墙体内外侧采用的15mm厚的水泥砂浆抹灰。2.5楼面做法花岗岩、大理石20厚1:3干硬化水泥砂浆结合层20厚水泥浆一道100mm厚钢筋混凝土楼面板板底抹灰20mm厚2.7走廊做法花岗岩、大理石20厚1:3干硬化水泥砂浆结合层20厚水泥浆一道100mm厚钢筋混凝土楼面板板底抹灰20mm厚2.8屋面做法水泥花砖20厚1:3水泥砂浆25厚25厚1:3水泥砂浆找平层100mm厚聚苯乙烯保温层钢筋混凝土屋面板100mm厚水泥砂浆抹灰20mm厚3结构设计方案3.1工程概况由任务书可知，该建筑位于南阳市市区，经查阅规范可知该地形的烈度为7度0.10g3.2结构类型和材料选用构件混凝土等级均为C30，垫层混凝土等级为C15，钢筋均为HRB400。3.3设计标高和建筑等级室内地面设计标高为±0.000m，室内地面标高与室外地面标之差为450mm；结构安全等级：一级；耐火等级：二级。3.4环境影响基本风压基本风压0.35KN/㎡（R=50）基本雪压基本雪压0.45KN/㎡（R=50）3.5土质状况表3.1场地自上而下主要地层情况3.6抗震设防的相关参数（1）抗震设防烈度：7度，设计基本加速度值：0.1g，多遇地震水平影响系数最大值：0.04。（2）建筑场地类别：Ⅲ类；第二组地震分组；特征周期值为0.55s。4结构的布置4.1设计的选材和截面尺寸的确定材料的选择梁板柱均采用HRB400级钢筋，混凝土强度等级均为C30；基础垫层选用C154.1.1梁截面确定规根据规范可知：框架梁的最小高度为400mm；结合实际情况考虑，边跨和中跨的宽度都取300mm。4.1.2柱的截面确定按轴压比要求初估框架柱截面尺寸，假定结构每平米总荷载设计值为12kN，则底层中柱的轴力设计值N：底层中柱柱底轴力：1246.75kN底层边柱柱底轴力：1128.65kN荷载作用下截面尺寸面积：中柱面积：s=19.98m²边柱面积：s=15.66m²取中柱和边柱截面为600mm×600mm4.1.3板厚度确定单向板不少于1/30，双向板不少于1/40。经计算长边与短边之比小于2.故采用双向板。这种骨架的最大计算板数为3600mm，即h>3600/40=90mm，故取楼板厚度120mm，屋面厚度120mm。5框架计算简图及梁柱线刚度5.1确定框架计算简图选取④轴框.架作框架计算，假定柱底和基础顶面之间的高度为0.85m，则底柱底部的计算高度为5.25m，而非底柱底部的计算高度.为层高。5255250图5-1框架计算简图5.2框架梁柱的线刚度计算梁和柱混凝土级别均为C30，查表可得：弹性模量均为30000000kPa。梁柱线刚度计算公式：边跨梁线刚度的公式：中间跨梁线刚度的公式：中间框架边跨梁线刚度47349kN·m中间框架中跨梁线刚度48000kN·m边框架边跨梁线刚度38619kN·m边框架中跨线刚度30000kN·m底层柱线刚度61714kN·m标准层柱线刚度90000kN·m顶层柱线刚度90000kN·m`525250图5-2框架相对线刚度图5.3框架柱抗侧移刚度计算框架柱侧移刚度图5-3柱D值计算公式楼层类别边柱中柱顶层标准层底层EQ表5.4边榀框架D值计算表柱编号顶层边柱(0.77+0.77)/(2×1.46)=0.520.211750045000中柱(0.77+0.77+0.65+0.65)/(2×1.46)=0.970.35327500标准层边柱(0.77+0.77)/(2×1.46)=0.520.211750045000中柱(0.77+0.77+0.65+0.65)/(2×1.46)=0.970.353275000底层边柱0.77/0.77(0.5+0.77)/(2+0.77=0.461182226906中柱(37333+28000)/57600=1.43(0.5+1.43)/(2+1.43)=0.56150846荷载计算6.1恒载标准值计算6.1.1楼面屋面做法表6.1楼面屋面做法表功能具体做法重度厚度mm计算式恒载标准值（）普通楼面花岗岩、大理石20厚302030×0.02=0.641:3干硬化水泥砂浆结合层20厚20200.4水泥浆一道0.1100mm厚钢筋混凝土楼面板251002.5板底抹灰20mm厚20200.4屋面水泥花砖20厚19.8200.0.3965.9761:3水泥砂浆25厚20250.3625厚1:3水泥砂浆找平层25200.5100mm厚聚苯乙烯保温层111001.1钢筋混凝土屋面板100mm厚251002.5水泥砂浆抹灰20mm厚20200.46.1.2梁柱自重表6-2构件自重计算构件楼层截面（mm）构件重量

抹灰厚度

（mm）抹灰重量

合计边跨梁屋面层300×6505303.98150.274.32楼面层300×6505303.98150.274.32中跨梁屋面层300×4002802.1150.142.24楼面层300×4002802.1150.142.24纵向框架梁屋面层300×4503302.48150.172.65楼面层300×4503302.48150.172.65柱600×600-9150.619.616.1.3墙体自重及女儿墙自重根据施工图纸，内墙外墙全部采用加气混凝土砌块，容重6.5，墙200mm厚，外墙面荷载：2.62kN/m²内墙面荷载：2.34kN/m²。女儿墙面载为：2.42kN/m²。6.2活载标准值计算图6-2活载标准值在计算顶板活载时，采用顶板活载与雪荷载的较大值进行分析计算。屋面板荷载取活载和雪荷载的大值（0.5）进行计算。6.3一榀框架竖向荷载的计根据楼板边界条件，对楼盖荷载进行计算。边跨：L₁/L₂=8700/3600=2.42中跨：L₁/L₂=3600/2400=1.5由规范对双向板和单向板的规定可知，该品框架按双向板计算。6.3.1恒载标准值计算图6-1板传荷载示意三角形荷载转均布荷载：梯形荷载转均布荷载：，()边跨板：0.210.920.333（1）屋面层边框架梁荷载导算屋面板传给梁（梯形荷载转均布荷载）19.54kN/m梁自重4.32kN/m合计23.86kN/m（2）楼面层边框架梁荷载导算楼面板传给梁（梯形荷载转均布荷载）13.41kN/m梁自重4.32kN/m墙体传给梁7.14kN/m合计24.6kN/m（3）屋面层中框架梁荷载导算屋面板传给梁（三角形荷载转均布荷载）8.85kN/m梁自重2.24kN/m合计11.1kN/m（4）楼面层中框架梁荷载导算楼面板传给梁（三角形荷载转均布荷载）6kN/m梁自重2.24kN/m墙体传给梁－合计8.24kN/m（5）屋面层边柱集中力导算屋面板导算46.197kN纵向框架梁自重9.65kN女儿墙自重10.88kN次梁自重11.66kN合计73.39（6）楼面层边柱集中力导算楼面板导算31.32kN纵向框架梁自重9.65kN纵向墙自重29.7kN次梁自重11.66kN次梁上墙体自重33.62kN合计115.95kN（7）屋面层中柱集中力计算屋面板导算27.6kN纵向框架梁自重9.7kN次梁自重21.48kN合计58.78kN（8）楼面层中柱集中力导算楼面板导算18.95kN纵向框架梁自重9.65kN纵向墙自重27.44kN次梁自重13.43kN次梁上墙体自重.62kN合计109kN图6-2恒载作用下荷6.3.2活载标准值计算（1）屋面层边框架梁荷载导算屋面板传给梁（梯形荷载转均布荷载）1.66kN/m合计1.66kN/m（2）楼面层边框架梁荷载导算楼面板传给梁（梯形荷载转均布荷载）6.6kN/m合计6.6kN/m（3）屋面层中框架梁荷载导算屋面板传给梁（三角形荷载转均布荷载）0.75kN/m合计0.75kN/m（4）楼面层中框架梁荷载导算楼面板传给梁（三角形荷载转均布荷载）3kN/m合计3kN/m（5）屋面层边柱集中力导算屋面板导算1.62kN合计1.62kN（6）楼面层边柱集中力导算楼面板导算6.48kN合计6.48kN（7）屋面层中柱集中力导算屋面板导算2.34kN合计2.34kN（8）楼面层中柱集中力导算楼面板导算9.36kN合计9.36kN图6-3活载作用下荷载简图7水平地震荷载作用下框架内力计算7.1重力荷载代表值计算（1）集中到顶层处的质点重力荷载代表值：计算过程重量（kN）G（kN）恒载女儿墙自重151.28268屋面板及面层重5046.86框架柱自重899.5边框架梁自重963.6中框架梁自重51.71次梁自重0纵向框架梁自重375.844外墙和窗自重396.91内墙和门窗自重725.373楼梯间自重0活载雪荷载256.6212.集中到一般层处的质点重力荷载代表值：计算过程重量（kN）G（kN）恒载楼面板及面层重3490.0529830框架柱自重1776.553边框架梁自重884.522中框架梁自重51.711次梁自重0纵向框架梁自重375.841外墙和窗自重793.82内墙和门窗自重1450.74楼梯间自重151.373活载活载1710.832 图7.1重力荷载代表值7.2自振周期计算7.2.1结构整体抗侧刚度从结构平面布置图可知，结构整体抗侧刚度等于中间榀框架抗侧刚度乘以中间榀数加上边榀框架抗侧刚度乘以边榀数，其中边榀框架数量为2，边榀框架的D值在表2-5中已计算出，中间榀框架数量为4，中间榀框架的D值在表2-4中已计算出；结构整体侧向刚度计算如下：顶层251438kN/m标准层251438kN/m底层189660kN/m7.2.2自振周期计算框架结构自振周期，见下表；表7.2结构顶点位移表层号5F251438826882680.0070.1264F2514389830180980.0140.1173F2514389830279280.0250.1042F2514389830377580.0310.0781F18966010077478350.0480.048通过表格可知：顶点位移为0.125m，取周期折减系数为0.7。=1.70.42s7.3横向地震作用计算由计结构各楼层结构平面布置图分析可知，本设计结构各楼层刚度没有突变且分布较均匀，因此在进行地震力的计算时我们采用底部剪力法；Ⅲ类地类；第一组地震分组；有任务书可知该建筑7度的抗震设防其设计基本加速度值为0.1g，多遇地震水平影响系数最大值为0.04，特征周期为0.55s。计算结构等效总重力荷载代表值的公式如下所示：故不需要计算顶部的附加水平地震作用。故顶部附加作用系数附加顶部集中力公式为：0×1544.72=0kN故1-5层各质点地震作用全部用该公式计算：（公式6-6）表7.3地震作用及地震剪力表层号5F3.6019.6582681628200.28099434.05434.054F3.6016.0598301577720.27229420.61854.663F3.6012.4598301223830.21121326.261180.922F3.608.859830835550.14420222.751403.671F5.2505.25010077529040.0913141.031544.7根据规范可知，任一楼层的地震剪力与楼层∑Gi的比例（剪重比）要满足一定的限值，公式如下：剪重比表7.4比验算过程层号Vi(kN)∑Gi剪重比剪重比限值5F434.0582680.0520.0084F854.66180980.0473F1180.92279280.0422F1403.67377580.0371F1544.7478350.032各楼层剪重比均大于0.008满足要求。图7-2地震荷载作用下水平力简图

7.4地震作用变形验算框架结构在水平地震作用下，层间位移可依D值法按以下公式计算：其计算结果必须应满足：其中：表7.5各楼层相对转角验算层号Vi(kN)Di△μ层高相对转角5F434.0511700000.00043.61/100004F854.6611700000.00073.61/50003F1180.9211700000.0013.61/33332F1403.6711700000.00123.61/33331F1544.710177700.00155.251/33337.5框架地震内力计算7.5.1反弯点的计算反弯点即为弯矩为零的点，反弯点的位置主要由梁柱线刚度、上下层的层高、以及上下层梁线刚度等因素决定。各层柱反弯点，通过查表计算，如下所示： 表7.6弯点计算层数5F4F3F2F1F层高3.603.603.603.605.250K0.520.520.520.520.67y00.350.40.450.50.7y10.00.00.00.00.0y20.00.00.00.00.0y30.00.00.00.00.0y0.350.40.450.50.7yh/m1.091.451.611.823.68表7.7弯点位置层数5F4F3F2F1F层高3.603.603.6003.605.25K0.970.970.970.971.24y00.3540.4340.4520.510.652y10.00.00.00.00.0y20.00.00.00.00.0y30.00.00.00.00.0y0.3540.4340.4520.510.652yh/m1.2611.5711.6221.833.427.5.2地震作用下框架柱剪力和弯矩计算由对称性可知取一榀框架进行内力分析剪力分配公式如下：表7.8框架柱剪力和柱端弯矩计算层号Vi(kN)∑DDimDim/∑DVim/kNyh(m)Mc上(kN.m)Mc下(kN.m)5F434.051170000175000.01506.511.0815.237.034F854.661170000175000.015012.821.4427.6518.4323F1180.921170000175000.015017.711.613428.512F1403.671170000175000.015021.051.8237.8938.311F1544.71017770118220.017426.883.6842.3498.927.9剪力和柱端弯矩计算层号Vi(kN)∑DDimDim/∑DVim/kNyh(m)Mc上(kN.m)Mc下(kN.m)5F434.051170000275000.023510.21.26123.7212.864F854.661170000275000.023520.081.57140.7531.553F1180.921170000275000.023527.751.62255.3445.012F1403.671170000275000.023532.991.8359.8760.3771F1544.71017770118220.021232.753.4259.831127.5.3地震作用下框架梁端弯矩计算框架梁左端弯矩计算公式:框架梁右端弯矩计算公式:其中为节点左右梁线刚度。表7.10弯矩计算层号边跨轴中跨轴MC上MC下µB1MABMC上MC下µB1µB2MBAMBC5F15.237.03115.2323.7212.860.540.4612.810.94F27.6518.432134.6840.7531.550.540.462924.613F3428.51152.4355.3445.010.540.4646.92402F37.8938.31166.459.8760.3770.540.4656.6448.251F42.3498.92180.6559.831120.540.4664.9155.37.5.4地震作用下框架梁剪力和柱轴力计算水平荷载梁剪力计算公式：柱子轴力计算公式：表6.8地震作用下梁剪力和柱轴力层号边跨梁中跨梁柱轴力边柱N中柱N5F8.7015.2312.83.222.4010.9-10.99.083.82-9.364F8.7034.68297.322.4024.61-24.6120.50.93-30.523F8.7052.4346.9211.422.4040-4033.331.57-64.492F8.7066.456.6414.142.4048.25-48.2540.212.69-105.821F8.7080.6564.9116.732.4055.3-55.346.084.50-153.71图7-4地震荷载作用下框架剪力图图7-5地震荷载作用下框架轴力图8风荷载作用下框架计算8.1风荷载集中力计算根据《建筑结构荷载规范》（GB50009-2012）表8.3.1条第30项知，本工程的体型系数μs=0.8-（-0.5）=1.3。可取βz表8.1荷载集中力计算楼层5F18.7510.558.644.754F15.1510.5212.966.743F11.5510.4812.966.222F7.9500.4612.965.961F4.3500.4614.316.58图8-1荷载受荷图（单位：kN）8.2风荷载作用下的水平位移验算由抗震结构设计课本可知：层间位移计算公式如下所示：其中：表8.2构各楼层相对转角验算楼层边柱中柱∑Dj5层1750027500900004层1750027500900003层1750027500900002层175002750000001层118221508453812表8.3各楼层相对转角验算层号层高D(N/mm)(u)i(mm)(u)i/hi限值5F3.604.754.75900000.0000521/692301/5504F3.606.7411.49900000.0000751/480003F3.606.2217.71900000.0000691/521732F3.605.9623.67900000.0000661/545451F4.356.5830.52538120.0001221/35655各楼层的层间位移均小于1/550，故各楼层均满足要求。8.3风荷载作用下框架结构内力计算8.3.1风荷载下框架柱剪力和弯矩计算由于框架的对称性，计算时只取一榀框架的一半。剪力分配公式如下：表8.4框架柱剪力计算层号Vi(kN)∑DDimDim/∑DVim/kNyh(m)Mc上(kN.m)Mc下(kN.m)5层4.7590000175000.19440.921.082.151.004层11.4990000175000.19442.231.444.823.223层17.7190000175000.19443.441.616.815.542层23.6790000175000.19444.61.828.288.371层30.5253812118220.21976.73.6810.5524.68表8.5框架柱端弯矩计算``Vi(kN)∑DDimDim/∑DVim/kNy(m)Mc上(kN.m)Mc下(kN.m)5层4.7590000275000.350561.661.262.151.554层11.4990000275000.350564.031.574.554.683层17.7190000275000.350564.571.626.797.42层23.6790000275000.350566.211.88.12111层30.5253812150840.28038.562.9912.2520.98.3.2风荷载下框架梁端弯矩计算梁左、右弯矩计算公式：梁左弯矩:梁右弯矩:其中：为节点左右梁线刚度。表8.6梁端弯矩计算层号边跨轴中跨轴MC上MC下µB1MABMC上MC下µB1µB2MBAMBC5F2.151.0012.152.151.550.540.461.160.9894F4.823.2215.824.554.680.540.462.462.093F6.815.5419.936.797.40.540.4643.42F8.288.37113.828.12110.540.464.393.741F10.5524.68119.9212.2520.90.540.4611.39.68.3.3风荷载下框架梁剪力和柱轴力计算梁的剪力计算公式如：—KL左端弯矩—KL右端弯矩；—KL计算跨度。柱子轴力计算公式如下：-—Vz左端剪力—Vz右端梁的剪力。表8.7风荷载作用下梁端剪力及柱轴层号边梁中梁柱轴力LMABMBAVABLMBCMCBVBC边柱N(KN)中柱N(KN)5F8.72.151.160.382.40.989-0.9890.820.410.694F8.75.822.460.952.42.09-2.091.741.452.573F8.79.9341.602.43.4-3.42.833.286.012F8.713.824.392.092.43.74-3.743.125.7710.571F8.719.9211.33.592.49.6-9.68.008.8616.01图8-2风荷载作用下框架弯矩图（单位：kNm）图8-3风荷载作用下框架剪力图（单位：kN）图8-4风荷载作用下框架柱轴力图（单位：kN）9竖向荷载作用下内力计算9.1一榀框架竖向恒载计算9.1.1计算分配系数一榀框架节点标号图如下：图9-1框架节点编号图根据一榀框架节点标号进行计算，如下所示：节点编号分配系数计算1节点右梁0.345节点下柱0.6552节点左梁0.267节点右梁0.226节点下柱0.5075节点上柱0.396节点右梁0.208节点下柱0.3966节点上柱0.337节点左梁0.177节点右梁0.15节点下柱0.3379、13节点上柱0.396节点右梁0.208节点下柱0.39610、14节点上柱0.337节点左梁0.177节点右梁0.15节点下柱0.33717节点上柱0.452节点右梁0.238节点下柱0.3118节点上柱0.377节点左梁0.198节点右梁0.167节点下柱0.258 9.1.2计算杆件固端弯矩由上表可知：均布荷载下梁端固端弯矩（1）顶层恒载作用下梁固端计算：顶层边跨：均布恒载：g=23.86kN/m-150.50kN·m顶层中跨：均布恒载：g=5.81kN/m-2.79kN·m（2）标准层恒载作用下梁固端计算：标准层边跨：均布恒载：g=25.01kN/m-157.75kN·m标准层中跨：均布恒载：g=4.7kN/m-2.26kN·m9.1.3计算杆端弯矩表9-2恒载下弯矩二次分配表上柱下柱右梁左梁上柱下柱右梁左梁上柱下柱右梁左梁上柱下柱0.6550.35450.2670.5070.2260.2260.5070..2670.35450.655偏心矩偏心矩偏心矩偏心矩-150.5150.5-5.335.33-150.5150.50.0098.5853.35-38.760.00-73.60-32.8132.810.0073.6038.76-51.920.00-98.580.007.74-19.3826.680.00-6.4916.40-16.400.0025.48-25.9619.380.00-30.720.007.624.13-9.770.00-18.55-8.273.820.008.564.513.910.007.430.00121.87-121.87133.190.00-107.64-25.5525.550.00107.64-133.19121.870.00-121.870.3960.3960.2080.1770.3370.3370.150.150.3370.3370.1770.2080.3960.396-155.16155.16-3.963.96-155.2155.1661.4461.4432.27-26.76-50.95-50.95-22.6822.6850.9550.9526.76-32.27-61.44-61.4449.2930.72-13.3816.14-36.80-25.4811.34-11.3436.8025.48-16.1413.38-49.29-30.72-26.39-26.39-13.866.1611.7311.735.22-5.22-11.73-11.73-6.1613.8626.3926.3984.3565.78-150.13150.69-76.03-64.70-10.0810.0876.0364.70-150.69150.13-84.35-65.780.3960.3960.2080.1770.3370.3370.150.150.3370.3370.1770.2080.3960.396-155.2155.16-3.963.96-155.2155.1661.4461.4432.27-26.76-50.95-50.95-22.6822.6850.9550.9526.76-32.27-61.44-61.4430.7230.72-13.3816.14-25.48-25.4811.34-11.3425.4825.48-16.1413.38-30.72-30.72-19.03-19.03-10.004.167.917.913.52-3.52-7.91-7.91-4.1610.0019.0319.0373.1373.13-146.26148.69-68.52-68.52-11.7811.7868.5268.52-148.69146.26-73.13-73.130.3960.3960.2080.1770.3370.3370.150.150.3370.3370.1770.2080.3960.396-155.2155.16-3.963.96-155.2155.1661.4461.4432.27-26.76-50.95-50.95-22.6822.6850.9550.9526.76-32.27-61.44-61.4430.7230.72-13.3816.14-25.48-25.4811.34-11.3425.4825.48-16.1413.38-30.72-30.72-19.03-19.03-10.004.167.917.913.52-3.52-7.91-7.91-4.1610.0019.0319.0373.1373.13-146.26148.69-68.52-68.52-11.7811.7868.5268.52-148.69146.26-73.13-73.130.4520.310.2380.1980.3770.2580.1980.1980.3770.2580.1980.2380.4520.31-155.2155.16-3.963.96-155.2155.1661.4461.4432.27-26.76-50.95-50.95-22.6822.6850.9550.9526.76-32.27-61.44-61.4430.72-13.3816.14-25.4811.34-11.3425.48-16.1413.38-30.72-6.87-6.87-3.61-0.35-0.67-0.67-0.300.300.670.670.353.616.876.8785.3054.58-139.87144.18-77.11-51.63-15.6015.6077.1151.63-144.18139.87-85.30-54.5827.29-25.8125.81-27.29ABCD接着我们需要计算梁的跨中弯矩，公式如下所示：框架梁跨中弯矩计算如下表所示：表9-3恒载作用下跨中弯矩计算层号梁跨5F边跨8.70-121.87133.1923.8698.22中跨2.40-25.5525.5511.1-17.564F边跨8.70-150.13150.6924.682.06中跨2.40-10.0810.088.24--4.1863F边跨8.70-146.26148.6924.684.06中跨2.40-11.7811.788.24-5.8762F边跨8.70-146.26148.6924.684.06中跨2.40-11.7811.788.24-5.8761F边跨8.70-139.87144.1824.688.57中跨2.40-13.9113.388.24-7.489.1.4恒载作用下梁柱剪力的计算恒载作用下梁左右端剪力按下列公式计算：，—假定框架梁为简支时的梁端剪力。柱子剪力按下列公式计算：表9-4恒载作用下边框架梁剪力层号梁跨5F边跨8.70112.54115.14-121.87133.19112.54115.14中跨2.4024.5424.54-25.5525.5524.54-24.544F边跨8.70119.62-119.76-150.13150.69119.62-119.76中跨2.4020.0220.02-10.0810.0820.0220.023F边跨8.70119.41-119.97-146.26148.69119.41-119.97中跨2.4020.02-20.02-11.7811.7820.02-20.022F边跨8.70119.72120.24-146.26148.69119.72120.24中跨2.4020.02-20.02-11.7811.7820.02-20.021F边跨8.70119.72-119.93-139.87144.18119.72-119.93中跨2.4020.02-20.02-13.9113.3820.02-20.02表9-5恒载作用下的柱子剪力层号柱层高5F边柱3.60121.8784.35-57.28中柱3.60-107.64-76.03-51.024F边柱3.6065.7873.1338.59中柱3.60-64.702-68.52-37.013F边柱3.6073.1371.4140.15中柱3.60-68.52-67.50-37.782F边柱3.6075.7693.26-46.26中柱3.60-70.52-85.48-43.331F边柱5.2545.1922.59-12.91中柱5.25-41.06-20.77-7.829.1.5恒载作用下柱轴力的计算框架柱轴力计算公式：柱顶轴力：柱底轴力：表9-6恒载作用下边柱轴力层号柱5F边柱132.250.00112.5434.6244.79279.39中柱165.10-115.1424.54034.6304.78339.384F边柱123.360.00119.6234.6522.37556.97中柱223.80119.7620.0234.6702.96737.563F边柱123.360.00119.4134.6799.74834.34中柱223.80119.9720.0234.61101.351135.952F边柱123.360.00119.7234.61077.431112.03中柱223.80120.2020.0234.61499.961534.561F边柱123.360.00119.1041.801354.491396.29中柱223.80120.2820.0241.801898.661940.46表9-7恒载作用下中柱轴力图9-2恒载作用下弯矩图图9-8恒载作用下剪力图图9-9恒载作用下轴力图9.2一榀框架竖向活载计算9.2.1计算杆件固端弯矩（1）顶层活载作用下梁固端计算：顶层边跨均布活载：=1.66kN/m-10.47kN·m顶层中跨均布活载：=0.75kN/m-0.36kN·m（2）标准层活载作用下梁固端计算：标准层边跨均布活载：=6.6kN/m-41.63kN·m标准层中跨均布活载：=3kN/m-1.44kN·m9.2.2计算杆端弯矩表9-11活载下框架弯矩二次分配表0.6550.3450.2670.5070.2260.2260.5070..2670.2260.655偏心矩偏心矩偏心矩偏心矩-9.789.780.140.14-9.789.786.413.37-2.650.00-5.03-2.242.180.004.892.57-3.370.00-6.416.79-1.321.690.00-6.491.09-1.120.006.49-1.691.290.00-6.79-3.58-1.880.990.001.880.84-0.830.00-1.87-0.981.900.003.609.610.170.030.00-9.64-0.310.230.009.51-0.10-0.190.00-9.590.350.350.310.180.340.340.150.150.340.340.180.310.350.35-39.1139.11-0.580.58-39.1139.1113.5713.5711.97-6.78-12.98-12.98-5.785.7812.9812.986.78-11.97-13.57-13.573.206.79-3.395.98-2.51-6.492.89-2.892.446.49-5.983.39-3.20-6.79-2.29-2.29-2.020.020.040.040.02-0.01-0.02-0.02-0.012.022.292.2914.4818.076.56-0.77-15.45-19.43-2.872.8815.4119.460.79-6.56-14.48-18.070.350.350.310.180.340.340.150.150.340.340.180.310.350.35-39.1139.11-0.580.58-39.1139.1113.5713.5711.97-6.78-12.98-12.98-5.785.7812.9812.986.78-11.97-13.57-13.576.796.79-3.395.98-6.49-6.492.89-2.896.496.49-5.983.39-6.79-6.79-3.53-3.53-3.120.721.391.390.62-0.62-1.39-1.39-0.723.123.533.5316.8216.825.46-0.07-18.09-18.09-2.272.2718.0918.090.07-5.46-16.82-16.820.350.350.310.180.340.340.150.150.340.340.180.310.350.35-39.1139.11-0.580.58-39.1139.1113.5713.5711.97-6.78-12.98-12.98-5.785.7812.9812.986.78-11.97-13.57-13.576.7935.65-3.395.98-6.49-29.312.89-2.896.4929.31-5.983.39-6.79-29.66-13.55-13.55-11.954.749.079.074.04-4.04-9.07-9.07-4.7410.1111.4711.476.8135.67-3.373.94-10.40-33.221.15-1.1510.4033.22-3.941.54-8.89-31.760.350.350.310.180.340.340.150.150.340.340.180.310.350.35-39.1139.11-0.580.58-39.1139.1117.6812.129.31-7.63-14.53-9.94-6.436.4314.539.946.43-7.74-14.71-12.126.79-3.814.65-6.493.22-3.226.49-3.873.22-6.79-1.34-0.92-0.71-0.27-0.52-0.36-0.230.100.230.150.100.711.341.1123.1211.204.79-3.25-21.54-10.30-3.453.3221.2410.092.66-3.82-20.15-11.025.60-5.055.05-5.60上柱下柱右梁左梁上柱下柱右梁左梁上柱下柱右梁左梁上柱下柱0.6550.35450.2670.5070.2260.2260.5070.2670.35450.655偏心矩偏心矩偏心矩偏心矩0.000－10.4710.4700.000－0.3560.35600.000－10.4710.4700.0006.8603.610-2.700-5.130-2.2802.2805.1302.700-3.610-6.8608.280-1.3501.805-6.8051.140-1.1406.805-1.8051.350-8.280-4.539-2.3911.0311.9570.872-0.872-1.957-1.0312.3914.53910.60-10.6010.61-9.98-0.630.639.98-10.6110.60-10.600.35960.35960.2080.1770.35370.35370.1500.1500.35370.35370.1770.2080.35960.35960.000－41.8241.8200.000－1.441.4400.000－41.8241.8200.00016.56016.5608.700-7.150-13.610-13.610-6.0606.06013.61013.6107.150-8.700-16.560-16.5603.4308.280-3.5754.350-2.565-6.8053.030-3.0302.5656.805-4.3503.575-3.430-8.280-3.221-3.221-1.6920.35520.6710.6710.299-0.299-0.671-0.671-0.35521.6923.2213.22116.7721.62-38.3939.37-15.50-19.74-4.174.1715.5019.74-39.3738.39-16.77-21.620.35960.35960.2080.1770.35370.35370.1500.1500.35370.35370.1770.2080.35960.35960.000－41.8241.8200.000－1.441.4400.000－41.8241.8200.00016.56016.5608.700-7.150-13.610-13.610-6.0606.06013.61013.6107.150-8.700-16.560-16.5608.2808.280-3.5754.350-6.805-6.8053.030-3.0306.8056.805-4.3503.575-8.280-8.280-5.142-5.142-2.7011.1032.1002.1000.935-0.935-2.100-2.100-1.1032.7015.1425.14219.7019.70-39.4040.12-18.32-18.32-3.543.5418.3218.32-40.1239.40-19.70-19.700.35960.35960.2080.1770.35370.35370.1500.1500.35370.35370.1770.2080.35960.35960.000－41.8241.8200.000－1.441.4400.000－41.8241.8200.00016.56016.5608.700-7.150-13.610-13.610-6.0606.06013.61013.6107.150-8.700-16.560-16.5608.2809.055-3.5754.350-6.805-7.3303.030-3.0306.8057.330-4.3503.575-8.280-9.055-5.449-5.449-2.8621.1962.2762.2761.013-1.013-2.276-2.276-1.1962.8625.4495.44919.3920.17-39.5640.22-18.14-18.66-3.463.4618.1418.66-40.2239.56-19.39-20.170.4330.35390.2280.1910.35630.2840.1610.1610.35630.2840.1910.2280.4330.35390.000－41.8241.8200.000－1.441.4400.000－41.8241.8200.00018.11014.1809.530-7.710-14.660-11.470-6.5006.50014.66011.4707.710-9.530-18.110-14.1808.2800.000-3.8554.765-6.8050.0003.250-3.2506.8050.000-4.7653.855-8.2800.000-1.916-1.500-1.009-0.231-0.439-0.3544-0.1950.1950.4390.35440.2311.0091.9161.50024.4712.68-37.1538.64-21.90-11.81-4.884.8821.9011.81-38.6437.15-24.47-12.686.34-5.915.91-6.34活载作用下顶层边跨跨中弯矩的计算：计算公式如下所示：框架梁跨中弯矩计算如下表所示：表9-12活载作用下跨中弯矩计算层号梁跨5F边跨8.70-0.170.171.550.125×1.55×8.7²-(9.85+9.95)/2=14.49中跨2.40-0.310.310.30.125×0.3×2.4²-2=-0.0164F边跨8.70-6.566.566.20.125×6.2×8.7²-6.56=32.55中跨2.40-2.872.871.20.125×0.3×2.4²-2.87=-2.7263F边跨8.70-5.465.466.20.125×6.2×8.7²-5.46=33.65中跨2.40-2.272.271.20.125×0.3×2.4²-2=-2.132F边跨8.70-3.373.376.20.125×6.2×8.7²-(36.97+37.97)/2=35.74中跨2.40-1.151.151.20.125×0.3×2.4²-1.15=--1.011F边跨8.70-4.794.796.20.125×6.2×8.7²-(33.83+35.89)/2=34.32中跨2.40-3.453.451.20.125×0.3×2.4²-2=-3.319.2.3活载作用下梁端剪力的计算恒载作用下梁的左、右两端剪力计算公式如下计算：，—假定框架梁为简支时的梁端剪力。表9-13活载作用下梁端剪力计算层号梁跨5F边跨8.708.64-8.64-10.59-10.608.64-8.64中跨2.401.86-1.78-0.64-0.531.86-1.784F边跨8.7034.45-34.67-38.22-39.1634.45-34.67中跨2.408.28-6.30-3.98-1.618.28-6.303F边跨8.7034.48-34.64-39.22-39.9134.48-34.64中跨2.408.31-6.27-3.35-0.918.31-6.272F边跨8.7034.49-34.63--39.46-40.0534.49-34.63中跨2.408.310-6.27-3.23-0.788.310-6.271F边跨8.7034.4034.72-36.72-38.1534.4034.72中跨2.408.21-6.37--5.63-3.418.21-6.379.2.4活载作用下柱剪力和轴力的计算柱子剪力按下列公式计算：柱子轴力按下列公式计算：柱顶轴力：柱底轴力：表9-15活载作用下边柱剪力和轴力层号柱层高5F边柱3.6010.5916.49-7.52中柱3.60-9.96-13.54-6.534F边柱3.6021.5116.49-10.56中柱3.60-13.54-13.54-7.523F边柱3.6016.4916.499.16中柱3.60-13.54-13.54-7.522F边柱3.6016.4918.829.81中柱3.60-13.54-15.15-7.971F边柱5.2512.915.85-2.46中柱5.25-10.37-10.37-1.98层号柱5F边柱45.638.64054.2788.87中柱55.818.641.8666.31100.914F边柱61.3034.450184.62219.22中柱73.2034.678.28217.06251.663F边柱61.3034.480315.00349.60中柱73.2034.648.31367.81367.812F边柱61.3034.490445.39479.99中柱73.2034.638.31518.54553.141F边柱61.3034.400575.69617.49中柱73.2034.728.21669.28711.08图9-5活载作用下弯矩图图9-6活载作用下剪力图图9-7活载作用下轴力图10内力组合10.1竖向荷载弯矩调幅10.1.1恒载作用下的梁端弯矩调幅表10-1恒载作用下的梁端弯矩调幅层次梁跨调幅前调幅后5F8.7000.85-104.49111.57-119.41-88.481128.36-101.50223.5224F8.7000.85-126.3678.01-127.70-107.41102.527-108.23205.2043F8.7000.85-121.5081.81-124.9-103.58102.522-106.22205.2042F8.7000.85-122.1181.33-125.31-103.78102.521-106.31205.2041F8.7000.85-111.7789.93-118.45-95.25107.280-100.88205.204层次梁跨调幅前调幅后5F2.4000.85-26.25-21.43-26.25-22.31-17.44-22.2134.2374F2.4000.85-10.01-6.35-10.01-8.51-4.86-8.3173.6173F2.4000.85-11.66-8.00-11.66-9.91-6.35-9.6133.6172F2.4000.85-11.45-7.79-11.45-9.73-6.07-9.7343.6171F2.4000.85-16.00-12.34-16.00-13.60-9.94-13.603.61710.1.2活载作用下的梁端弯矩调幅表10-2活载作用下的梁端弯矩调幅层次梁跨调幅前调幅后5F8.7000.85-9.855.62-9.95-8.3787.76-8.46715.5274F8.7000.85-35.4425.93-36.87-30.12231.325-31.13462.0843F8.7000.85-36.7824.76-37.86-31.2731.04-32.18762.0842F8.7000.85-36.9724.61-37.97-31.42131.704-32.27262.0841F8.7000.85-33.8327.22-35.89-28.76232.455-30.55162.084活载作用下中跨梁端弯矩调幅层次梁跨调幅前调幅后5F2.4000.85-0.80-0.49-0.80-0.68-0.37-0.680.3244F2.4000.85-4.22-2.97-4.22-3.59-2.34-3.591.2523F2.4000.85-3.62-2.37-3.62-3.08-1.83-3.081.2522F2.4000.85-3.56-2.31-3.56-3.02-1.78-3.021.2521F2.4000.85-4.93-3.68-4.93-4.19-2.94-4.191.25210.2梁控制截面的内力组合第五层梁的内力组合（逆时针为负，顺时针为正。V使顺时针为正）楼层跨径内力1.3+1.5左风右风左风右风左风右风左震右震│V│max1.3+1.51.3-1.51.3+1.5+0.6*1.51.3+1.5-0.6*1.51.3+1.5*0.7+1.51.3+1.5*0.7-1.51.2（+0.5）+1.31.2（+0.5）-1.31F边梁M左-109.79-29.6214.8274.56-187.56-120.68-165.303-119.46-174.20-20.54-166.768-39.315-185.432-20.54-200.93-V左106.0728.57-3.10-15.51180.88133.24142.525152.53178.21685.14119.56105.573140.054--183.64M右-114.14-30.8-12.10-60.89-194.90-166.42-130.358-151.48-205.537-156.47-37.93-175.927-57.366-37.95-205.58-V右-107.26-29.05-3.10-15.51-182.84-144.09-134.82-161.367-185.755-120.745-86.24-141.442-106.965--185.75M中119.9332.481.507.22204.60158.06153.78179.315205.797108.9595.25129.413115.637205.8395.25-中梁M左-13.47-3.9310.3451.51-23.42-2.17-32.86-25.783-14.14738.943-62.0636.632-64.38238.98-64.36-V左10.003.67-8.42-43.2018.200.2825.759.33510.784-37.6257.74-35.67359.738--59.73M右-13.47-3.82-10.34-51.51-23.42-32.83-2.17-34.17-32.525-62.0638.98-64.38736.63338.98-64.36-V右-10.01-3.65-8.532-43.171-18.392-25.797-0.25-17.652-26.076-57.73537.682-59.73435.671--59.73M中-7.47-1.7420.000.00-12.32-9.74-9.74-23.31-12.342-6.254-6.254-7.52-7.50-6.2512.32第四层梁的内力组合（逆时针为负，顺时针为正。V使顺时针为正）楼层跨径内力1.3+1.5左风右风左风右风左风右风左震右震│V│max1.3+1.51.3-1.51.3+1.5+0.6*1.51.3+1.5-0.6*1.51.3+1.5*0.7+1.51.3+1.5*0.7-1.51.2（+0.5）+1.31.2（+0.5）-1.32F边梁M左-117.12-31.6711.71366.935-199.717-134.685-169.85-189.177-210.46-34.337-164.97-54.385-184.978-34.44-210.26-V左106.4328.78-2.493-14.227181.486134.603142.10179.245183.82786.945118.392107.504138.88--183.87M右-118.84-32.16-9.947-56.781-202.767-169.415-139.58-211.716-193.783-156.545-45.847-176.804-66.25-45.84-211.71-V右-106.97-28.97-2.492-14.222-182.362-142.727-135.21-184.603-180.455-118.778-87.456-139.512-108.3--184.70M中115.9531.350.8915.087197.847152.124149.477198.641197.457103.6293.817123.467113.567198.6493.814-中梁M左-9.26-2.768.46548.372-16.1120.732-24.67-8.497-23.56439.372-55.1737.645-56.68639.22-56.67V左10.013.65-7.04-40.3418.3932.42723.57112.10424.787-34.5574.578-32.51656.573--56.45M右-9.24-2.78-8.45-48.378-16.117-24.6550.735-23.72-8.45-55.7739.228-56.68437.64839.22-56.68-V右-10.07-3.65-7.06-40.351-18.39-23.57-2.427-24.78-12.05-54.7534.525-56.5432.55--56.45M中-3.21-0.640.000.00-5.07-4.162-4.162-5.07-5.08-2.657-2.632-3.158-3.158-2.65-5.08-第三层梁的内力组合（逆时针为负，顺时针为正。V使顺时针为正）楼层跨径内力1.3+1.5左风右风