学士某四层办公楼结构设计计算书

******毕业设计PAGEPAGE155目录TOC\o"1-3"\h\z1引言12设计内容22.1工程概况：22.1.1工程名称22.1.2建设地址22.1.3场地条件22.1.4工程概况22.1.5气象条件22.1.6工程地质条件22.1.7地震烈度：32.1.8建筑条件32.2设计依据32.3结构布置42.4初估梁、柱、板的截面尺寸42.4.1主要框架梁的截面尺寸42.4.2次要框架梁的截面尺寸42.4.3柱的截面尺寸52.4.4计算简图及刚度计算52.4.5板的结构尺寸62.5荷载标准值计算62.5.1恒载标准值计算62.5.2活荷载标准值计算82.5.3竖向荷载下框架受荷总图计算82.5.4风荷载标准值的计算122.6结构变形验算132.6.1重力荷载代表值的计算132.6.2水平地震作用计算142.7各层刚重比和剪重比的计算172.8地震作用计算172.8.1框架地震内力的计算172.9风荷载计算202.10重力荷载标准值及其产生的弯矩的计算242.10.1重力荷载标准值的计算242.10.2重力荷载引起的弯矩的计算242.10.3活荷载标准值及其产生弯矩的计算252.10.4用弯矩二次分配法对固端弯矩进行调整252.10.5内力组合表312.11内力组合调整422.11.1内力组合调整422.12梁、柱截面设计452.12.1框架柱的截面设计452.12.2框架梁的截面设计582.13楼梯计算702.13.1首层楼梯计算702.13.2标准层楼梯计算732.14基础计算772.14.1框架柱A基础计算772.14.2B柱基础计算813结论84谢辞85参考文献86外文翻译871引言建筑结构毕业设计是本科教学一个非常重要的环节。结构设计简而之就是用结构言语来表达建筑师及其他专业工程师所表达的东西。本设计从基本理论出发，结合现场施工经验，对本工程的结构作了详细的设计。设计过程中参照了国家现行设计规范和标准，力求在内容上能够全面覆盖本结构设计的全部范围，密切联系工程实际，努力做到能够对现场施工起到主要指导作用。在建筑结构设计中首先是初步设计的准备工作来进行满足建筑居住者所使用目的的功能要求，以及建筑物的耐久性能。再次就是框架结构设计，框架结构设计包括梁、柱、板的初步设计，以确保有足够的强度抵抗结构构件所传递的弯矩、剪力，最后是结构设计的数据处理，通过计算来进行对各个构件进行配筋，来满足建筑的使用以及耐久性2设计内容2.1工程概况：2.1.1工程名称唐山市汉沽管理区国税局办公楼2.1.2建设地址唐山市汉沽区2.1.3场地条件由市规划局批准拟建基地平面图，场地具备三通一平条件。建筑地点及拟建基地平面图图1.3.12.1.4工程概况建设面积约5000㎡；结构形式为框架结构共四层，首层高4.2m,、三、四层高为3.6m，；室内外高差为0.6m；设计使用年限为50年2.1.5气象条件基本风压：w0=0.4KN/㎡，基本雪压：0.35KN/㎡2.1.6工程地质条件由唐山基础工程公司提供地质勘察报告，场地地质情况如表1.5.1所示。场地土类型为中硬场地土；建筑场地类别为Ⅱ类。建筑地层一览表表就1.5.1序号岩土分类土层描述土层深度（M）厚度范围（M）地基土承载力（MPa）土体压缩摸量（MPa）1杂填土由碎石、砖块、黏黏土等组成成，松散0.50.52粉质黏土黄褐色，湿，可可塑2.11.61904.23中、粗砂黄褐色，石英、长长石质，稍稍湿，中密密4.92.820011.54圆砾黄褐色，石英、长长石质，混混粒结构，湿湿，中密1548026.8注: ①地下稳定水位距地坪-10M;②标中给定的土层从自然地坪算起。2.1.7地震烈度：抗震设防烈度8度抗震设防标准8度设计地震分组第一组设计基本加速度值0.2g2.1.8建筑条件建筑抗震设防分类：乙类建筑物安全等级：二级结构重要性系数：12.1.9场地冰冻深度：0.8m2.2设计依据1.2.1设计任务书1.2.2混凝土结构设计规范1.2.3建筑抗震设计规范1.2.4建筑地基基础设计规范1.2.5建筑结构荷载规范2.3结构布置该工程采用全现浇混凝土框架结构，1~4层柱的混凝土强度等级C30，梁的混凝土强度等级C30，板的混凝土强度等级C30，平面布置灵活，有较大空间（办税大厅等），结构布置图如下：结构平面布置图图3.1.12.4初估梁、柱、板的截面尺寸2.4.1主主要框架梁梁的截面尺尺寸KL1主梁长度度：ll1=8.77m主梁截面面高度：hh1=(11/15~~1/100)l11=5880~8770mm主梁截面面宽度：bb1=(11/3~11/2)h1=2000~4335mm主梁截面面尺寸：3300×750mmm2KL2主梁长度度：ll2=4.22m主梁截面面高度：hh2=(11/15~~1/100)l22=2880~4220mm主梁截面面宽度：bb2=(11/3~11/2)h2=1000~2110mm主梁截面面尺寸：2250×450mmm22.4.2次次要框架梁梁的截面尺尺寸LL次梁的长长度：l`=6m次梁截面面高度：hh`=(11/18~~1/122)l``=3300~5000mm次梁截面面宽度：bb`=(11/3~11/2)h`=1110~2250mmm次梁截面面尺寸：2250×500mmm22.4.3柱的的截面尺寸寸楼的荷载一般初初估为12~114KNN/㎡，取14KKN/㎡A柱截截面尺寸n验验算截面以以上层数F验验算柱的负负荷面积fc混凝凝土轴心抗抗压强度（C30为14.33N/m22）地震中中柱的相关关调整系数数（中柱1.1，边柱1.2）二级抗抗震为0.8边柱截面计算：：开平方边长为4426mmm，取边柱柱为500mmm×5000mm中柱截面计算：：开平方边长为4499mmm，取中柱柱为500mmm×5000mm2.4.4计算简图图及刚度计计算(1)梁柱惯性性矩计算由于于楼面板与与框架梁的的混凝土一一起浇捣,对于中框框架梁取I=2II，边框架架梁取I=1..5I。主要要框架梁KL1：：Ib=bh3/12==300×7503/12==10.555×109mm44Ib=bh3/12==250×4503/12==1.8998×109mm44次要框框架梁KKL2：Ib`=bh3/12==250××5003/12==2.6004×109mm44边框架梁：I1=1.55Ib=1.5××10.555×109=15.833×109mm44中框架梁：I2=2Ib=2×10..55×109=201..10×109mm44I2=2Ib=2×1.8988×109=3.7996×109mm44柱：IB=bh3/12=5500×5003/12=5.2008×109mm44(2)梁柱相对线刚度度计算梁柱柱的相对线刚度度计算，根据公式i=EEI/l，可得出梁梁柱的线刚刚度梁柱以标准层层柱A的线刚度度为标准计计算相对线线刚度梁、柱相对线刚刚度图图4.4..12.4.5板板的结构尺尺寸板h=l/550=55500/550=1110mm取h=1100mmm混凝土楼板厚100mmm，采用C30混凝土浇浇筑2.5荷载标准准值计算2.5.1恒恒载标准值值计算(1)屋面恒载(1)刷着色涂涂料保护层:(2)防水层::4厚高聚物物改性沥青青防水卷材材0.055KN//(3)找平层层:20厚1∶3水泥砂浆浆0..02×220=0..4KNN/(4)找坡层层:60厚1∶6水泥焦渣渣找2%坡0.06×14=00.84KN/(5)保温层层:60厚聚苯乙乙烯泡沫塑塑料板0.006×0..5=0..03KKN/(6)结构层层:100厚钢筋混混凝土板0.1××25=22.5KNN/(7)抹灰层：10厚厚板底抹灰灰0.001×177=0.117KN/合计3.999KN/(2)标准层楼楼地面20厚厚大理石面面层,水泥砂浆浆擦缝30厚厚1∶4干硬性水水泥砂浆,面上撒2厚素水泥泥1.556KN//20厚厚1:3水泥砂浆浆找平水泥浆浆结合层一一道结构层层:1000厚钢筋混混凝土板00.1×25=22.5KNN/抹灰层：10厚板底抹抹灰0.001×200=0.22KN/合计计44.33KN/(3)梁自重KKL1b×hh=3500×750mm2自自重25×00.35××(0.75-0.11)=4..875KN/mm抹灰灰层:10厚混合合砂浆KN//m合计55.15KKN/mKL22bb×h=2250×4550mm2自重25×00.25××(0.455-0.11)=2.119KN/mm抹灰灰层:10厚混合合砂浆KN/mm合合计22.35KKN/mLLLb××h=2550×500mmm2自自重25×0.25×(0.5-0.11)=2.55KN/mm抹灰灰层:10厚混合合砂浆KN/mm合计2.566KN/mm(4)柱自重ZZ1b××h=5000×500mmm2自自重25××0.5×0.5=6.255KN/mm抹抹灰层：100厚混合砂砂浆0.1××0.5×44×17=0..34KNN/m合合计66.59KKN/m(5)外墙荷载底层层纵墙(4.22+1.22-2.44-0.775)×0.3×111=4..95KN/mm铝合金窗0.355×2.44=0.884KN/mm粘贴花岗岗岩石块外外墙((4.2--2.4--0.6))×0.6228=0..754KN/mm水泥粉刷刷内墙(4..2-2..1)×0.322=0.576KN/mm合计7.122KN/mm标准准层纵墙(3.6--1.8--0.755)×0.3×11=3..465KKN/m铝合金金窗0.355×1.88=0.663KN/mm粘贴花岗岗岩石块外外墙(3.6--2.1))×0.6228=1..13KNN/m水泥粉粉刷内墙(3.6--2.1))×0.322=0.5576N/m合计5..8KN//m(6)内墙荷载内纵墙墙底层自重(44.2-00.75))×0.22×11==7.599KN/mm水泥粉刷刷内墙4.22×0.332=1..344KN/mm合计88.93KKN/m自重(4..2-0..45)××0.2××11=88.25KKN/m水泥粉刷刷内墙44.2×00.32==1.3444KN/mm合计9.559KN//m标准层自重（3.6-00.75）×0.2×11=6.277KN/mm水水泥粉刷内内墙3.6××0.32=1.1552KN//m合合计7.442KN//m标准层自重（3.6--0.455）×0.2×11=6.933KN/mm水水泥粉刷内内墙3.6××0.32=1.1552KN//m合合计7.442KN//m内隔墙底层自重4.2××0.2×11=99.24KKN/m水泥粉刷刷内墙4..2×0..32×2=2..688KN/mm合计11.993KN/mm标准层自自重33.6×00.2×11=7.922KN/mm水水泥粉刷内内墙33.6×00.32×2=2.3304KNN/m合合计10..22KNN/m2.5.2活活荷载标准准值计算(11)屋面和楼楼地面活荷荷载标准值值由《荷载载规范》查查得上人屋面2.0KKN/m2楼面走廊2.55KN/m2(2))雪荷载标标准值Skk=1.00×0.335=0..35KN/mm屋面荷载载与雪荷载载不同时考考虑,两者取大大值.(33)风荷荷载标准值值基本风压压：=0..40KNN/m地面粗糙糙度：C类体形系数数：因结构高高度=17m＜30m，可可取=1..0，对于矩矩形平面==1.32.5.3竖竖向荷载下下框架受荷荷总图计算算图5.3.1板传荷载载示意图(1)Ａ～Ｂ轴轴间框架梁梁α1=2250/60000=00.3755①顶层恒载板传荷载载KN/m梁自重5.115KN/m活载KN/mＡ～Ｂ轴间框架架梁的均布布荷载为屋面梁恒载=梁自重+板传荷载载=55.15++11.222=166.37KN/mm活载=5..625KN/mm②标准层层恒载板传荷载KN/m梁自重5.115KN/m活载KN//mＡ～Ｂ轴间框架架梁的均布布荷载为楼面梁恒载=梁自重+板传荷载载=55.15++11.99=17..05KN/mm活载=5.6625KN/mm(2)Ｂ～Ｃ轴轴间框架梁梁①顶层层恒载板传荷载KN/mm梁梁自重2..35KN/mm活载KN/mmＢ～ＣＣ轴间框架架梁的均布布荷载屋面梁梁恒载=梁自重+板传荷载载=2..35+111.977=14..32KNN/m活载=6KN/mm②标准层恒载板传荷载载KN/mm梁自自重22.35KN/mm活载KKN/m楼面梁梁恒载=梁自重+板传荷载载=2..35+66.3544=8.77KN/mm活载=2.355KN/mm(3)Ｃ～Ｄ轴轴间框架梁梁α1=22250//60000=0.3375①顶层恒载板传荷载KN//m梁自重5.115KN/m活载KN//mC～D轴间框架梁的均均布荷载为为屋面梁恒载=梁自重+板传荷载载=55.15++11.222=166.37KN/mm活载=5.6625KN/mm②标准层层恒载板传荷载KN/m梁自重5.115KN/m活载KN//mC～D轴间框架梁的均均布荷载为为楼面梁恒载=梁自重+板传荷载载=55.15++11.99=17..05KN/mm活载=5.6625KN/mm(4)Ａ～Ｂ轴间间集中荷载载标准层层恒载=次梁自重+内纵墙+内隔墙+板传荷载载=1164.77KN活载=板传荷载=63..62KNN顶层恒载=次梁自重+板传荷载载=772.622KN活载=板传荷载=63..62KNN(5)Ａ轴纵向集集中荷载顶层柱柱：女儿墙墙自重（墙墙高8000，100厚混凝土土压顶）KN顶层柱恒载=女儿墙自重+梁自重+板传荷载载=3.006×6+（4.5++4.5）×3.999=99..16KNN活载=板传荷载=4.5×4.55×2=40.66KN标准层柱恒载=墙自重+梁自重+板传荷载载=KN活载=板传荷载载=2×4.5×4..5=400.9KNN底层柱恒载=墙自重+梁自重+板传荷载载=KN活载=板传荷载=2×4..5×4..5=400.9KNN(6)B轴纵向集集中荷载顶层层柱恒载载＝梁自重重＋板传荷荷载=KN活载=板传荷载载=KN标准层柱恒载=墙自重+梁自重+板传荷载载=KN活载=板传荷载载=2×(4.5×4.5+4.5×3)=49..5KN底层柱恒载=墙自重+梁自重+板传荷载载=KN活载=板传荷载=2×(4.5××4.5++4.5××3)=49..5KN(7)Ｃ轴纵向集集中荷载顶顶层柱恒恒载＝梁自自重＋板传传荷载=KN活载=板传荷载载=KN标准层柱恒载=墙自重+梁自重+板传荷载=KN活载=板传荷载载=2×(4.5××4.5++4.5××3)=49..5KN底层柱恒载=墙自重+梁自重+板传荷载载=KNN活载=板传荷载=2×(4.5××4.5++4.5××3)=49..5KN(8)D轴纵向集集中荷载顶层柱：女儿墙墙自重（墙墙高800，100厚混凝土土压顶）KN天沟自重重:现浇天沟沟自重25×[[0.6++(0.22-0.008)]×0.008+(00.6+00.2.))×(0..5+0..36)==2.133KN顶层柱恒载载=女儿墙及及天沟自重重+梁自重+板传荷载载=(3..06+22.13))×6+（4.5++4.5）×3.999=99..16KNN活载=板传荷载=4.5×4.55×2=40.66KN标准层柱恒恒载=墙自重+梁自重+板传荷载载=KKN活载=板传荷载=2×44.5×44.5=440.9KKN底层柱恒载=墙自重+梁自重+板传荷载载=KN活载=板传荷载=2×44.5×44.5=440.9KKN竖向荷载载作用下框框架受荷载载总示意图图如图5..3.2所所示2.5.4风荷载标标准值的计计算作用在屋面梁和和楼面梁节节点处的集集中风荷载载标准值为了简化计算,,通常将计计算单元范范围内外墙墙面的分布布荷载,化为等量量作用于楼楼面的集中中风荷载ωk=βzμsμzωo（hi+hj）B/22ωo－基本风压ωo=0.4KNN/mμz－风压高度变化化系数,因建筑位位于唐山市市路北区,所以地面面粗糙度为为C类μzz=1.0μs－风荷载体形系系数H/B==17/115=1..02<44μs=1.3βz－风振系数,基基本自振周周期对于钢钢筋混凝土土框架结构构可用T1=0.088n(nn－建筑层层数大约0.566s>0..25s))应考虑风风压脉动对对结构顺风风向风振的影影响βz=1+ξυφz/μzξ=1.144υ=0.443hhi－下层柱柱高hhj－上层柱柱高,对顶层为为女儿墙高高度的2倍BB－计算单单元迎风面面宽度BB=15mm图5.3.2竖向受荷荷总图2.6结构变形形验算屋面处荷载代表表值=结构和构构配件自重重标准值+0.55×雪荷载标标准值楼面处荷载代表表值=结构和构构配件自重重标准值+0.55×楼面活荷荷载标准值值其中结构和构配配件自重取取楼面上下下各半层层层高范围内内的构配件件自重2.6.1重力力荷载代表表值的计算算(1)顶层重力荷荷载代表值值=11885.499KN=13889.499KN(2)标准层重力力荷载代表表值(3)底层层重力荷载载代表值=30048.885KN(4)屋顶雪荷载载标准值计计算(5)楼面面活荷载标标准值计算算(6)总重重力荷载代代表值计算算屋面处屋面面处构件和和构件自重重+0.55×雪荷载标标准值=88082..07+00.5×22111..88=99138..01KNN（设计值值为125666KN）楼面处楼面主结结构和构件件自重+0.55×活荷载标标准值=88286..24+00.5×22111..8=99342..18KNN（设计值值为129000KN）2.6.2水平平地震作用用计算《建筑抗抗震设计规规范》规定定:高度不超超过40mm，以剪切切变形为主主且质量和和刚度沿高高度分配较较均匀的结结构，可采采用底部剪剪力法。本本建筑结构构基本符合合以上要求求，所以采采用底部剪剪力法。(1)框架柱抗侧侧刚度D和结构基基本自振周周期计算a.横向向抗侧刚度度D的计算各层每每一柱D值见表6..2.1横向2~4层D值表6.2..1名称K=∑b/2iccac=K/(22+K)D=12accic/h2A轴2×1.0055×109/2×5.2208×1109=2.4330.54922060B轴2×（1.005×1109+1.8898×1109）/10.4416×109=3.30050.62325040C轴2×（1.005×1109+1.8898×1109）/10.4416×1109=3.30050.62325040D轴2×1.0055×1099/2×5.2208×1109=2.4332.4322060∑D=94200横向底层D值表6.2..2名称K=∑b/2iccac=K/(22+K)D=12accic/h2A轴2×1.0055×1099/0.677×5.2208×1109=3.62270.73316590B轴2×（1.005×1109+1.8898×1109）/2×0..67×109=4.93330.78417720C轴2×（1.005×1109+1.8898×1109）/2×0..67×1109=4.93330.78417720D轴2×1.0055×1099/0.677×5.2208×1109=3.62270.73316590∑D=68620横向标准层D值值表6.2..3构件名称D值数量∑DA轴柱220609198500B轴柱250409225400C轴柱250409225400D轴柱220609198500∑D=8424000横向底层D值表6.2..4构件名称D值数量∑DA轴柱165909149300B轴柱177209159500C轴柱177209159500D轴柱165909149300∑D=6176000b.结构基本自自振周期采用假想顶点位位移法计算算基本自震震周期,非结构枪枪影响折减减系数取0.6，用公式式，具体计计算见表66.2.55顶点位移法计算算结果表6.2..5层次Gi∑Gi(KN)∑D(KN/m)△ui(m)48082.0778082.0778424000.00980.112238286.24416368.3318424000.0019440.102628286.24424654.5558424000.02930.183218623.11133277.6666176000.05390.0539c.结构变形验验算多遇水平地震作作用由于该工程所在在地区抗震震设防烈度度为8度，场地地土为Ⅱ类,设计地震震分组为第第一组,《抗震规规范》查得得：αmax=0.116Tgg=0.335sGeq==0.885×333277..66=282886.011KN由于0.11<T1<Tgα1=αmax=0..16不需考考虑顶部附附加水平地地震作用的的影响对于多质点体系系,结构底部部纵向水平平地震作用用标准值FEK=α1GGeq=0.166×282286.001=KNN质点i的水平地地震标准值值,楼层地震震剪力及楼楼层层间的的位移的计计算过程如如下计算表表6.2..6层号Gi（KN）Hi（m）GiHi∑GiHiFi（KN）Vi（KN）∑D△ui（m）48082.07716.2130929..5356477..11662.31662.38424000.002038286.24412.6104406..6356477..11325.52987.88424000.003528286.244974576.22356477..1946.83934.68424000.004718623.1115.446564.88356477..14525.84525.86176000.0073楼层层最大位移移与楼层层层高之比△ui/hh=0.00073//5.4==1/7440<1//550满足要求求图6.2..1楼层水平平地震作用用标准值2.7各层刚重重比和剪重重比的计算算为了保保证结构的的稳定和安安全，需分分别进行刚刚重比和剪剪重比验算算，具体数数值见下表表。各层刚刚重比和剪剪重比计算算表表7.1..1层号43.6842400303264001662.38082.077/126655239.640.20633.6842400303264002987.816368.221/255555118.670.18323.6842400303264003934.624654.555/38845578.860.16015.4617600333504004525.833277.666/51135564.940.136注：刚重比计算算用重力荷荷载设计值值，剪重比比计算用重重力荷载代代表值。刚刚重比均大大于20，不必考考虑重力二二阶效应；；各层剪重重比均大于0.16，满足要要求。2.8地震作作用计算2.8.1框框架地震内内力的计算算AA轴框架柱柱反弯点位位置表8.1..1层号H(m)Ky0y1y2y3yyh43.62.430.420000.421.51233.62.430.470000.471.69223.62.430.500000.501.815.43.6270.550000.552.97B轴框架柱反弯点点位置表8.1..2层号H(m)Ky0y1y2y3yyh43.63.3050.450000.451.6233.63.3050.50000.51.823.63.3050.50000.51.815.44.9330.550000.552.97C轴框架柱反弯点点位置表8.1..3层号H(m)Ky0y1y2y3yyh43.63.3050.450000.451.6233.63.3050.50000.51.823.63.3050.50000.51.815.44.9330.550000.552.97D轴框架柱反弯点点位置表8.1..4层号H(m)Ky0y1y2y3yyh43.62.430.420000.421.51233.62.430.470000.471.69223.62.430.500000.501.815.43.6270.550000.552.97横向水平地震荷荷载作用下下A柱剪力与与柱端弯矩矩的计算表8.1..5层号Vi(KN)∑DDimDim/∑DVi(KN)yhi(m)Mc上(KN*m)Mc下(KN*m)41662.3842400220600.02643.221.51290.2465.3532987.8842400220600.02677.681.692148.21131.4323934.6842400220600.026102.301.8184.14184.1414525.8617600165900.027122.202.97296.95362.93横向水平地震荷荷载作用下下B柱剪力与与柱端弯矩矩的计算表8.1..6层号Vi(KN)∑DDimDim/∑DVi(KN)yhi(m)Mc上(KN*m)Mc下(KN*m)41662.3842400250400.03049.871.6298.7480.7932987.8842400250400.03089.631.8161.33161.3323934.6842400250400.030118.041.8212.47212.4714525.8617600177200.029131.252.31318.93389.81横向水平地震荷荷载作用下下C柱剪力与与柱端弯矩矩的计算表8.1..7层号Vi(KN)∑DDimDim/∑DVi(KN)yhi(m)Mc上(KN*m)Mc下(KN*m)41662.3842400250400.03049.871.6298.7480.7932987.8842400250400.03089.631.8161.33161.3323934.6842400250400.030118.041.8212.47212.4714525.8617600177200.029131.252.31318.93389.81横向水平地震荷荷载作用下下D柱剪力与与柱端弯矩矩的计算表8.1..8层号Vi(KN)∑DDimDim/∑DVi(KN)yhi(m)Mc上(KN*m)Mc下(KN*m)41662.3842400220600.02643.221.51290.2465.3532987.8842400220600.02677.681.692148.21131.4323934.6842400220600.026102.301.8184.14184.1414525.8617600165900.027122.202.97296.95362.93图8.1.1横向水平平地震作用用下M图(KN/mm)图8.1..2横向水平平地震作用用下V图(KN)图88.1.33横向水平平地震作用用下N图(KN)2.9风荷载计计算作用在屋面梁和和楼面梁节节点处的集集中风荷载载标准值计计算：为了简化计算，通通常将计算算单元范围围外墙面的的分布风荷荷载，化为为等量的作作用于楼面面的集中风风荷载，计计算公式如如下：式中：基本风压压，=0..4KN//m风压高度度变化系数数,地面粗糙糙度为C类,查《荷载载规范》风荷载体体型系数,本建筑取取为1.3因高度H=15..8m＜30m,取=10下层柱高高上层柱高,对顶层为为女儿墙高高度的2倍BB计算单元元迎风面宽宽度,B=155m计算过程见下表表：各层楼面面处集中风风荷载标准准值表9.1..1离地高度μzβzμsωohihjωk16.20.741.01.30.43.61.815.5812.60.741.01.30.43.63.620.7890.741.01.30.43.63.620.785.40.741.01.30.43.63.622.51由计算列得下风荷载载作用下A轴柱剪力力和柱端M表9.1..2层号MC上（KN/m）MC下（KN/m）415.580.1903.531.5127.375.34336.360.196.911.69213.1811.69257.140.1910.861.819.5519.55179.650.19515.532.9737.7446.12风荷载作作用下B轴柱剪力力和柱端M表9.1..3层号MC上（KN/m）MC下（KN/m）415.580.2153.351.626.635.43336.360.2157.821.814.0814.08257.140.21512.291.822.1222.12179.650.20816.572.3151.2038.27风荷载作作用下C轴柱剪力力和柱端M表9.1..4层号MC上（KN/m）MC下（KN/m）415.580.2153.351.626.635.43336.360.2157.821.814.0814.08257.140.21512.291.822.1222.12179.650.20816.572.3151.2038.27风荷载作作用下D轴剪力和和柱端M表9.1..5层号MC上（KN/m）MC下（KN/m）415.580.1903.531.5127.375.34336.360.196.911.69213.1811.69257.140.1910.861.819.5519.55179.650.19515.532.9737.7446.12图9.1.1风荷载M图(KN/mm)图9.1..2风荷载V图图9.1..3风荷载N图2.10重力荷荷载标准值值及其产生生的弯矩的的计算2.10.1重重力荷载标标准值的计计算(1)作用于屋屋面处均布布重力荷载载标准值计计算10.1.2作用于楼楼面处均布布重力荷载载标准值2.10.2重重力荷载引引起的弯矩矩的计算(2)由均布荷载载标准值在在屋面处引引起的固端端弯矩10.2.2由由均布荷载载标准值在在楼面处引引起的固端端弯矩2.10.3活活荷载标准准值及其产产生弯矩的的计算(1)作用于屋顶顶处的活荷荷载标准值值(2)作用于楼板板处的活荷荷载标准值值(3)由活荷载标标准值在屋屋面处引起起的固端弯弯矩2.10.4用用弯矩二次次分配法对对固端弯矩矩进行调整整用弯矩分分配法求解解重力荷载载代表值下下的弯矩,首先将各各节点的分分配系数填填在相应的的方框内,将梁的固固端弯矩填填写在框架架的横梁相相应的位置置,然后将节节点放松,把各节点点不平衡弯弯矩同时进进行分配。假假定远端固固定进行传传递（不向向滑动端传传递）：右右（左）梁梁分配弯矩矩向左（右右）梁传递递；上（下下）柱分配配弯矩向下下（上）传传递。具体体的将不平平衡弯矩分分配两次，将将分配弯矩矩传递一次次，具体计计算见表110.4..1及10.4..2.由梁的两端弯矩矩和梁实际际受的荷载载(板传来的的梯形荷载载、梁自重重)可求出梁梁跨中的最最大弯矩，利利用结构力力学求解器器求解。弯弯矩二次分分配和求解解器求解后后得出的两两端弯矩和和跨中最大大弯矩如图图10.4..3和图10.4..4所示。恒载产生弯矩二二次分配表表表8.4..1接图10.4.1活载产生弯矩二二次分配表表表10.4..2接图10.4..2图10.4..3恒载作用用下M图(KN*mm)图10.4..4活载作用用下M图(KN*mm)恒载作用下柱端端V值表10.4..1AB跨BC跨CD跨446.88-51.3712.5-12.551.37-46.88350.1-52.1213.04-13.0452.12-50.10250.07-52.2313.04-13.0452.23-50.07149.77-52.5313.04-13.0452.23-49.77活载作用下柱端端V值表10.4..2AB跨BC跨CD跨415.65-18.14.5-4.518.1-15.65316.30-17.454.5-4.517.45-16.30216.19-17.564.5-4.517.56-16.19115.9-17.854.5-4.517.85-15.92.10.5内内力组合表表(1)为梁内力组组合,表10.5..2为柱内内力组合恒荷载活荷载重力代表值左风右风左地震右地震1.35×恒++1.4××0.7×活1.2×恒+11.4×左风+1..4×0.9×活载1.2×恒+11.4×右风+1..4×0.9×活载Ａ右Ｍ-17.200-5.72-20.0667.37-7.3790.24-90.24-28.83-17.553-38.117Ｖ47.3415.955.29-2.04-2.04-27.1427.1479.4973.99973.99最大MＭ66.0124.2278.12112..854层Ｂ左Ｍ27.9211.5833.714.87-4.8772.57-72.5749.0454.99141.28Ｖ-50.91-17.85-18.199-2.042.04-27.1427.14-86.22-86.444-80.773Ｂ右Ｍ-14.17-8.03-18.18551.76-1.7626.17-26.17-27.00-24.666-29.559Ｖ12.54.514.75-1.171.17-17.4517.4521.2919.00322.31最大MＭ-2.55-3.53-4.315-6.90Ｃ左Ｍ14.178.0318.1851.76-1.7626.17-26.1727.0029.55924.66Ｖ-12.5-4.5-14.75-1.171.17-17.4517.45-21.29-22.331-19.003Ｃ右Ｍ-27.92-11.58-33.71-4.874.8772.57-72.57-49.04-54.991-41.228Ｖ50.9117.8559.835-2.042.04-27.1427.1486.2280.77386.44最大MＭ66.0124.2278.12112..85Ｄ左Ｍ17.25.7220.067.37-7.3790.24-90.2428.8338.11717.53Ｖ-47.34-15.9-55.29-2.042.04-27.1427.14-79.49-79.770-73.999Ａ右Ｍ-27.78-8.89-13.8918.52-18.52213.56-213.566-46.22-18.661-70.447Ｖ50.3716.3558.545-5.475.47-65.2565.2584.0273.33988.70最大MＭ62.1122.373.26105..70Ｂ左Ｍ32.4512.0338.46514.34-14.34177.96-177.96655.6074.11734.02Ｖ-51.93-17.4-60.63-5.475.47-65.2565.25-87.16-91.990-76.558Ｂ右Ｍ-9.23-5.91-12.18555.17-5.1764.16-64.16-18.25-11.228-25.776Ｖ13.044.515.29-3.543.54-42.7742.7722.0116.33626.273层最大MＭ2.93-1.142.362.84Ｃ左Ｍ9.235.9112.1855.17-5.1764.16-64.1618.2525.77611.28Ｖ-13.04-4.5-15.29-3.543.54-42.7742.77-22.01-26.227-16.336Ｃ右Ｍ-32.45-12.03-38.465514.34-14.34177.96-177.966-55.60-34.002-74.117Ｖ51.9317.460.63-5.475.47-65.2565.2587.1676.55891.90最大MＭ62.1122.373.26105..70Ｄ左Ｍ27.788.8932.22514.34-14.34213.56-213.56646.2264.66124.46Ｖ-50.37-16.35-58.5455-5.475.47-65.2565.25-84.02-88.770-73.339Ａ右Ｍ-27.46-8.74-31.8331.24-31.24315.57-315.577-45.64-0.23-87.770Ｖ50.2916.3458.46-9.639.63-98.3998.3983.9067.44594.42最大MＭ62.222.4173.405105..93Ｂ左Ｍ32.6511.9638.6326.53-26.53274.74-274.74455.8091.33917.11Ｖ-52.02-17.41-60.7255-9.639.63-98.3998.39-87.29-97.884-70.888Ｂ右Ｍ-9.16-5.93-12.12559.57-9.5799.06-99.06-18.18-5.07-31.886Ｖ13.044.515.29-6.386.38-66.0466.0422.0112.33930.252层最大MＭ3-1.432.2852.65Ｃ左Ｍ9.165.9312.1259.57-9.5799.06-99.0618.1831.8865.07Ｖ-13.04-4.5-15.29-6.386.38-66.0466.04-22.01-30.225-12.339Ｃ右Ｍ-32.56-11.96-38.5426.53-26.53274.74-274.744-55.80-17.000-91.228Ｖ52.0217.4160.725-9.639.63-98.3998.3987.2970.88897.84最大MＭ62.222.4173.405105..93Ｄ左Ｍ27.468.7431.8331.24-31.24315.57-315.57745.6487.7700.23Ｖ-50.29-16.34-58.46-9.639.63-98.3998.39-83.90-94.442-67.445Ａ右Ｍ-23.08-7.3-26.7357.29-57.29481.09-481.099-38.3143.331-117.110Ｖ50.0416.2158.145-18.5318.53-145.288145.2883.4454.553106.41最大MＭ65.9123.4977.655112..00Ｂ左Ｍ29.7211.335.3753.89-53.89390.58-390.58851.20125.335-25.554Ｖ-52.26-17.54-61.03-18.5318.53-145.288145.28-87.74-110.775-58.887Ｂ右Ｍ-10.41-6.25-13.535519.43-19.43140.28-140.288-20.186.84-47.557Ｖ13.044.515.29-12.9512.95-93.8893.8822.013.1939.451层最大MＭ1.75-1.750.8750.65Ｃ左Ｍ10.416.2513.53519.43-19.43140.82-140.82220.1847.557-6.884Ｖ-13.04-4.5-15.29-12.9512.95-93.8893.88-22.01-39.445-3.119Ｃ右Ｍ-29.72-11.3-35.3753.89-53.89390.58-390.588-51.2025.554-125.335Ｖ52.2617.5461.03-18.5318.53-145.288145.2887.7458.887110.75最大MＭ65.9123.4977.655112..00Ｄ左Ｍ23.087.326.7357.29-57.29481.09-481.09938.31117.110-43.331Ｖ-50.04-16.21-58.1455-18.5318.53-145.288145.28-83.44-106.441-54.553接上表恒荷载活荷载重力代表值左风右风左地震右地震1.2SQE++1.3左左震1.2SQE++1.3右右震1.2×恒+11.4×活+1.44×0.9×左风1.2×恒+11.4×活+1.44×0.9×右风Ａ右Ｍ-17.20-5.72-20.067.37-7.3790.24-90.293.244-141.338-19.366-37.993Ｖ47.3415.955.29-2.04-2.04-27.1427.1431.077101.66376.50076.550最大MＭ66.0124.2278.124层Ｂ左Ｍ27.9211.5833.714.87-4.8772.57-72.6134.799-53.88955.85543.558Ｖ-50.91-17.85-18.19-2.042.04-27.1427.14-57.10013.446-88.655-83.551Ｂ右Ｍ-14.17-8.03-18.18551.76-1.7626.17-26.212.200-55.884-26.033-30.446Ｖ12.54.514.75-1.171.17-17.4517.45-4.99940.33919.83322.777最大MＭ-2.55-3.53-4.315Ｃ左Ｍ14.178.0318.1851.76-1.7626.17-26.255.844-12.22030.46626.003Ｖ-12.5-4.5-14.75-1.171.17-17.4517.45-40.3994.999-22.777-19.883Ｃ右Ｍ-27.92-11.58-33.71-4.874.8772.57-72.653.899-134.779-55.855-43.558Ｖ50.9117.8559.835-2.042.04-27.1427.1436.522107.00883.51188.665最大MＭ66.0124.2278.12Ｄ左Ｍ17.25.7220.067.37-7.3790.24-90.2141.388-93.22437.93319.336Ｖ-47.34-15.9-55.29-2.042.04-27.1427.14-101.633-31.007-81.644-76.550Ａ右Ｍ-27.78-8.89-13.8918.52-18.5213.56-214260.966-294.330-22.455-69.112Ｖ50.3716.3558.545-5.475.47-65.2565.25-14.577155.00876.44490.223最大MＭ62.1122.373.26Ｂ左Ｍ32.4512.0338.46514.34-14.3177.96-178277.511-185.11973.85537.771Ｖ-51.93-17.4-60.63-5.475.47-65.2565.25-157.58812.007-93.577-79.778Ｂ右Ｍ-9.23-5.91-12.18555.17-5.1764.16-64.268.799-98.003-12.844-25.886Ｖ13.044.515.29-3.543.54-42.7742.77-37.25573.99517.49926.4413层最大MＭ2.93-1.142.36Ｃ左Ｍ9.235.9112.1855.17-5.1764.16-64.298.033-68.79925.8612.884Ｖ-13.04-4.5-15.29-3.543.54-42.7742.77-73.95537.225-26.411-17.449Ｃ右Ｍ-32.45-12.03-38.465514.34-14.3177.96-178185.199-277.551-37.711-73.885Ｖ51.9317.460.63-5.475.47-65.2565.25-12.077157.55879.78893.557最大MＭ62.1122.373.26Ｄ左Ｍ27.788.8932.22514.34-14.3213.56-214316.300-238.99663.85527.771Ｖ-50.37-16.35-58.5455-5.475.47-65.2565.25-155.08814.557-90.233-76.444Ａ右Ｍ-27.46-8.74-31.8331.24-31.2315.57-316372.055-448.444-5.833-84.555Ｖ50.2916.3458.46-9.639.63-98.3998.39-57.766198.00671.09995.336最大MＭ62.222.4173.405Ｂ左Ｍ32.6511.9638.6326.53-26.5274.74-275403.522-310.88189.35522.550Ｖ-52.02-17.41-60.7255-9.639.63-98.3998.39-200.78855.004-98.933-74.666Ｂ右Ｍ-9.16-5.93-12.12559.57-9.5799.06-99.1114.233-143.333-7.244-31.335Ｖ13.044.515.29-6.386.38-66.0466.04-67.500104.22013.91129.9992层最大MＭ3-1.432.285Ｃ左Ｍ9.165.9312.1259.57-9.5799.06-99.1143.333-114.22331.3557.224Ｖ-13.04-4.5-15.29-6.386.38-66.0466.04-104.20067.550-29.999-13.991Ｃ右Ｍ-32.56-11.96-38.5426.53-26.5274.74-275310.911-403.441-22.399-89.224Ｖ52.0217.4160.725-9.639.63-98.3998.39-55.044200.77874.66698.993最大MＭ62.222.4173.405Ｄ左Ｍ27.468.7431.8331.24-31.2315.57-316448.444-372.00584.5555.883Ｖ-50.29-16.34-58.46-9.639.63-98.3998.39-198.06657.776-95.366-71.009Ａ右Ｍ-23.08-7.3-26.7357.29-57.3481.09-481593.344-657.44934.277-110.110Ｖ50.0416.2158.145-18.5318.53-145.3145.3-119.099258.66459.399106.009最大MＭ65.9123.4977.655Ｂ左Ｍ29.7211.335.3753.89-53.9390.58-391550.200-465.331119.399-16.442Ｖ-52.26-17.54-61.03-18.5318.53-145.3145.3-262.100115.663-110.622-63.992Ｂ右Ｍ-10.41-6.25-13.535519.43-19.4140.28-140166.122-198.6613.244-45.772Ｖ13.044.515.29-12.9512.95-93.8893.88-103.700140.3395.63338.2271层最大MＭ1.75-1.750.875Ｃ左Ｍ10.416.2513.53519.43-19.4140.82-141199.311-166.88245.722-3.224Ｖ-13.04-4.5-15.29-12.9512.95-93.8893.88-140.399103.770-38.277-5.663Ｃ右Ｍ-29.72-11.3-35.3753.89-53.9390.58-391465.311-550.22016.422-119.339Ｖ52.2617.5461.03-18.5318.53-145.3145.3-115.633262.11063.922110.62最大MＭ65.9123.4977.655Ｄ左Ｍ23.087.326.7357.29-57.3481.09-481657.499-593.334110.100-34.277Ｖ-50.04-16.21-58.1455-18.5318.53-145.3145.3-258.644119.009-106.099-59.39柱内力组合表表8.5..2恒载活载左风右风左地震右地震1.3*恒+11.4*00.7*活活1.2*恒+00.9*11.4*(活+风)1.2*(恒++活*0.55)+1..3*地震震上端M21.57.14-7.377.37-90.2490.2434..9544..08147.3966N146.0456.15-2.042.04-27.1427.14244..88248..57244.22A柱下端M18.045.825-5.345.34-65.3565.3529..1635..72110.0988N169.7656.15-2.042.04-27.1427.14275..72277..03272.6844V10.983.63.53-3.5343.22-43.2217..8022.1598871.522上端M-16.99-4.43-6.636.63-98.7498.74-26..43-34.32336-151.4008N208.9772.1-2.042.04-9.699.69342..32344..18306.6211B柱下端M-14.61-3.93-5.345.34-80.7980.79-22..84-29.21222-124.9117N232.6972.1-2.042.04-9.699.69373..16372..64335.08554层V-8.78-2.323.35-3.3549.87-49.87-13..69-17..68-76.7599上端M16.994.43-6.636.63-98.7498.7426..4334..32151.4088N208.9772.1-1.171.17-9.699.69342..32343..08306.6211C柱下端M14.613.93-5.435.43-80.7980.7922..8429..33124.9177N232.6972.1-1.171.17-9.699.69373..16371..55335.0855V8.782.323.35-3.3549.87-49.8713..6917.6802276.759上端M-21.5-7.14-7.377.37-90.2490.24-34..95-44.08226-147.3996N146.0456.15-2.042.04-27.1427.14244..88248..57244.22D柱下端M-18.04-5.825-5.345.34-65.3565.35-29..16-22..2659.812N169.7656.15-2.042.04-27.1427.14275..72277..03272.6844V-10.98-3.63.53-3.5343.22-43.22-17..80-22..16-71.5222上端M16.685.28-13.1813.18-148.211148.2126..86