南京市六层框架学生公寓结构计算毕业设计Word

PAGE多层公寓建筑、结结构设计摘要本工程为南京市市市一拟建建六层层住宅。建建筑筑面积约4000㎡,六层框架架结构构，建筑筑高度度为17..80m，设有有两两个楼梯梯单元元,一梯两户户。本本建筑物物设防防烈度为为7度，近震震，场场地土为为二类类。本工程结构设计计计采用框框架结结构，结结构计计算按横横向框框架承重重分析析。内力计计算算考虑以以下3种荷载作作用用，即水水平地地震作用用下的的内力，竖竖向向恒、活活载作作用下的的内力力，重力力荷载载设计值值作用用下的内内力。在在进行截截面抗抗震设计计时，柱柱按偏压压构件件计算，为为保保证延性性框架架要“强剪弱弯弯，强强柱弱梁梁，强强节点、弱弱构构件、强强锚固固”的设计原原则则，且满满足构构造要求求。本工程以手算为为为主，取取一榀榀框架计计算其其在各种种荷载载情况下下的内内力，并并进行行内力组组合，取取最不利利情况况对进行行配筋筋计算，此此外外还进行行楼板板设计计计算、地地基基础础设计计计算、楼楼梯梯设计计计算，最最后用PKPM对整个结结构构进行电电算，在在手算的的基础础上理解解电算算过程。关键词：建筑设设设计，框框架结结构，内内力组组合，抗抗震设设计AbstraccctThisennnginneeerinngisaaflaatofmaanylaayerrsiinteenddinggttossettuppiinNNannjnggCCityy.Acccorrdinngtothheuuseefuuncctioon,,thheconnsttrucctconnteentssssixlaayer’stallllbuuilldinng.Theehigghis177.8mssofMaainflloorr..Totaallbuuilldinngareeaisabboutt440000m2.Theaannti--seeismmiccgaarrrisoonoftthhisbuuilddinngisssevvennpooinntddeggreees..Thisennnginneeerinngconnsttrucctiiondeesiggnadoopttionntthefrragmentcoonnstrrucctioon..Beiinngccallcullattinggtthesttrucctuure,,tthelaaterrallsttruuctuureeissllackkeddassfframmesyssteemaanddbeeaanallyssis..CConsttrructtioonccallcullattionncconssidderssoofttheeacctiioncoomefrromthhreeelloadds,,thheyyarrehorrizzonttalleaartthquuakkelloaad,deesiggnvallueeoffggravvittylloaadaanddreeprreseenttatiiveevaaluueoofgraaviitylooad..BBeinngundderrwayytthedeesiggnofcrrosss-ssecttioonaantti-sseiismiic,,weellookktthecoolummnassttubbborrnlyyppressseedmmemmberrttoccommputte..Innttheinnterresstooftheeaassuuraanceeoofttheefrramme-wworrkaabiilittyconntiinuee,weaddherretothheddessignnpprinnciipleeiis“straanngerrccoluumnnanndweaakeerbbeaam,sttranngeerssheearfoorceeaandweeakeerbenndiing,,sstraanggerjoointtsstroonggerannchooraage”.Annddthhecroosss-seecttionnmmusttttommeeetttheedeemaandoffcoonsstruucttionn.Theengggineeerringgiismmaiinlyyccacuulaateddbbyhhannd,beesiddess,iitiscaacullattedbyysoofttwarrePKPPM..Throuugghttheetootaaleenggineer,,Igrrapeemmosttkkonwwaddgeofffrrammecoonnstrrucctioon.KeyWorrrds：theddemaanddoffcconsstrructtioon；frammeecoonsstruucttionn；theddesiignnoffccrosss--secctiionannti--seeismmicc目录摘要 ⅰAbstraccctⅱ第一章建筑筑筑设计 11.1工程概概概况 11.2建筑物功功功能与特特点 2第二章结构构构设计 32.1结构布置置置及计算算简图图的确定定 32.2重力荷载载载代表值值计算算 42.3框架侧移移移刚度计计算 122.4水平地震震震作用下下框架架结构的的侧移移和内力力计算算 152.5竖向荷载载载作用下下框架架结构的的内力力计算 232.6框架梁柱柱柱内力组组合 332.7构件配筋筋筋设计 452.8板的计算算算 542.9楼梯计算算算 582.10基础计计计算 61第三章PKKKPM计算结果果 70第四章总结结结与展望望 82参考文献 8333致谢 84第一章建筑设计计1.1工程概概概况：工程名称：多层层层公寓建建筑、结结构设计计。工程位置：南京京京江宁。工程总面积：444000㎡，主楼6层，建筑筑高17.88m，设有两个个楼楼梯单元元,一梯两户户。结构形式：现浇浇浇整体框框架。工程地质条件：：：地表下0.6mm为杂填土土，0.62.00m为粉质粘粘土土，承载载力为为70kPPa；2.0m以下为砂砂质质粘土，承承载载力为250kkPa。抗震设防烈度：：：7度场地类别：Ⅱ类类类设计地震分组：：：第一组组环境类别：一建筑物类型：丙类基本雪压：SSS0=0..665KKN//m1.2建筑物物物功能与与特点点：该拟建的建筑位位位于南京京江宁宁，设计计内容容：建筑筑、结结构设计计。1.平面设计计计建筑朝向为南北北北向，平平面布布置满足足长宽宽比小于5，采用纵纵向42000mm、48000mmm;横向48000mmm、51000m、42000m的柱距，满满满足建筑筑开间间模数和和进深深的要求求。2.立面设计计计该建筑立面为了了了满足采采光和和美观需需求，设设置了大大面积积的玻璃璃窗。外外墙面根根据《98J1——工程做法法》选选用面砖砖饰面面，不同同分隔隔区采用用不同同的颜色色区隔隔，以增增强美美感。3.抗震设计计计建筑的平立面布布布置规则则，建建筑的质质量分分布和刚刚度变变化均匀匀，楼楼层没有有错层层，满足足抗震震要求。4.屋面设计计计屋面形式为不上上上人平屋屋顶，排排水为有有组织织排水，排排水水方式为为外排排水屋面面形式式为平屋屋顶；；平屋顶顶排水水坡度为为2%%，排水坡坡度度的形式式为垫垫置坡度度，排排水方式式为内内排水。屋屋面面做法采采用《98J1——工程做法法》中中柔性防防水，聚聚苯乙烯烯泡沫沫塑料板板保温温层屋面面。建筑平面布置如如如图1.1：1.1标准层层层建筑平平面布布置图第二章结结结构设计计2.1结构布置置置及结构构计算算简图的的确定定楼盖以及屋盖均均均采用现现浇钢钢筋混凝凝土结结构，楼楼板厚厚度取100mmm。梁截面面高度按按照梁梁跨度的1/12至1/8估算。该该框框架的抗抗震等等级为三三级，其其轴压比比限值值为0.9，各层的的重重力荷载载代表表值近似似取14kN/m²,,由平面面图可知知负载载面积：：边柱：mm2中柱：mm222由此得第一层柱柱柱截面积积：根据上述计算结结结果并综综合考考虑抗震震等其其他因素素，本本设计中中一层层柱尺寸寸取550mmmm×5550mmm和400mm×××400mmmm，混凝土土等等级C40，二至六六层层取400mmmm×4000mmm和350mmmm×4000mmm，混凝土土等等级C30。一到六六层层梁截面面尺寸寸取250mmmm×3000mmm和250mmmm×5000mmm，其中一一层层梁采用用混凝凝土等级级为C40，二到六六层层采用混混凝土土等级为C30。基础选选用用独立扩扩展基基础，混混凝土土等级C30。初拟基基础础埋深1.8m,,肋梁高度0.855m。框架结构计算简简简图如图2.1所示。底底层层柱高度度从基基础顶面面取至至一层板板底：：h1=2.9++0.445++1.8--00.855-00.1=4.22m，2至7层柱高即即为为层高，取取2.9m。图2.1结构构构平面布置置图图2.2重力荷载载载代表值值计算算1．屋面以及楼楼楼面的永久久荷荷载标准准值.屋面（不上人）：：三毡四油上铺小小小石子0.40kN/mm220mm水泥砂砂砂浆找平平层200..002=00.440kN/mm2150mm水泥泥泥蛭石保保温层层50.1155=0..755kN//m22100mm现浇浇浇钢筋混混凝土土楼板 250.11==2.550kN/mm2V型轻钢龙骨吊吊吊顶 0..225kNN/mm24.30kN///m21至6层楼面：：10mm水磨石石石地面00.255kNN/m220mmmm水泥沙沙浆浆找平层200.0022=0..400kN/mm2100mm现浇浇浇钢筋混混凝土土楼板 250.11==2.550kN/mm2V型轻钢龙骨吊吊吊顶 0..225kNN/mm233.440kN//mm2阳台：小瓷砖地面0.555N/mm280厚钢筋混凝凝土土板2550.08=2.000kNN/m220厚抹抹抹灰170..002=00.334kN//mm22..89kNN//m22．屋面及楼面面面可变荷载载标标准值不上人屋面均布布布活荷载载标准准值00.5kNN//m2楼面活荷载标准准准值22.00kN/mm2屋面雪荷载标准准准值00.22kN/mm23．梁、柱、墙墙墙、窗、门门重重力荷载载计算算梁、柱可根据截截截面尺寸寸、材材料容重重以及及粉刷等等计算算出单位位长度度上的重重力荷荷载，见见下表表(利用对称称性性计算)。对墙、门门门、窗等等可计计算出单单位面面积上的的重力力荷载。表2.1柱子子子重力荷载载标标准值层次(mm)(mm)(kN/m3)))(kN/m)(m)(kN)(kN)1400400251.14.404.2032591.361115.44441550550251.18.324.2015524.082-6350400251.13.852.9032357.28548.682-6400400251.14.402.9015191.40表2.2一层横横横梁重力荷荷载载标准值值轴号跨号(mm)(mm)(kN/m3)))(kN/m)(m)(kN)(kN)2BC250500251.053.284.40228.882CE250500251.053.284.70230.842EF250500251.053.283.80224.943BC250500251.053.284.407101.063EF250500251.053.283.8010124.693CE250500251.053.284.80578.75456.095、7、10EF250300251.051.974.00431.5011CE250300251.051.974.50435.44表2.3一层层层纵梁重力力荷荷载标准准值轴号跨号(mm)(mm)(kN/m3)))(kN/m)(m)(kN)(kN)B2、3250500251.053.283.65447.91C、E、F2、3250500251.053.283.73673.43C、E3、6250500251.053.284.408115.50B3、6250500251.053.284.25455.78440.93E9、11250500251.053.283.80899.75C3、4250500251.053.282.60217.06D2、3250300251.051.974.00431.50表2.4一层层层阳台梁重重力力荷载标标准值值(mm)(mm)(kN/m3)))(kN/m)(m)(kN)(kN)250500251.053.281.231040.36250300251.051.974.60436.2395.88250300251.051.974.90219.29表2.5二到到到六层横梁梁重重力荷载载标准准值轴号跨号(mm)(mm)(kN/m3)))(kN/m)(m)(kN)(kN)2BC250500251.053.284.25227.89449.892CE250500251.053.284.55229.862EF250500251.053.283.65223.953BC250500251.053.284.33799.453EF250500251.053.283.8010124.693CE250500251.053.284.70577.115、7、10EF250300251.051.974.00431.5011CE250300251.051.974.50435.44表2.6二到六六六层纵梁重重力力荷载标标准值值轴号跨号(mm)(mm)(kN/m3)))(kN/m)(m)(kN)(kN)B2、3250500251.053.283.80449.88C、E、F2、3250500251.053.283.83675.40C、E3、6250500251.053.284.458116.81BEC、ED3、6250500251.053.284.40457.75449.799、11250500251.053.283.858101.063、4250500251.053.282.65217.392、3250300251.051.974.00431.50表2.7二到到到六层阳台台梁梁重力荷荷载标标准值(mm)(mm)(kN/m3)))(kN/m)(m)(kN)(kN)250500251.053.281.301042.66250300251.051.974.60436.2398051.974.90219.29外墙体为20000mm厚加气气混混凝土砌砌块，外外墙体贴贴瓷砖砖0.5kkNN/m2，内墙面面为200mmm厚抹灰，则则则外墙的的重力力荷载代代表值值为：70.20+++170..002+00.55=2..244kN/mm2。阳台墙为10000mm厚加气混混凝凝土砌块块，外外墙体贴贴瓷砖砖0.5kkNN/m2，内墙面面为200mmm厚抹灰，则则70.100++170..002+00.55=1..544kN/mm2。.内墙体为20000mm厚加气气混混凝土砌砌块，两两侧均为20mm厚抹灰灰，则则内墙的的重力力荷载代代表值值为：70.2++22170.0022=2..088kN/mm2。女儿墙的重力荷荷荷载为：0.610066.2004..44==2882.992kkN。木门单位面积重重重力荷载载为0.2kNN//m2，铝合金金窗窗单位面面积重重力荷载载取0.4kkNN/m2。木门的重力荷载载载：M11..222.10..22=0..5KKNMM20.992..10.22==0.338KKN铝合金窗重力荷荷荷载：C131.660.44=1..922KNC221..211.60..44=0..777KNC330..911.60..44=0..588KNLMCC1(22.11+0..9))2.10..44=2..522KNLMCC2(11.22+0..9))2.10..44=1..766KN表2.8一层层层上半部分分自自重：表2.8a)))窗自重窗容重（kN/mmm2）高(m)宽(m)面积(m2)数量重量（kN）C11.921.303.003.906.0044.93C20.771.301.201.5612.0014.41C30.581.300.901.174.002.71LMC12.521.303.003.904.0039.31LMC2总计1.761.302.102.732.009.6167.86110.98表2.8b)))门自重门容重（kN/mmm2）高(m)宽(m)面积(m2)数量重量（kN）M10.501.301.201.564.003.12M20.381.300.901.1724.0010.67总计34.3213.79表2.8c)))外墙自重重外墙容重（kN/mmm2）高(m)长（m)面积(m2)数量重量（kN）2.241.60131.40210.241.00减洞口面积67.861.00318.93表2.8d)))内墙自重重内墙容重（kN/mmm2）高(m)长（m)面积(m2)数量重量（kN）2.081.6081.90131.041.002.081.804.007.208.002.081.804.508.104.00内墙面积221.04减洞口面积34.32388.38表2.9二层层层下半部分分自自重表2.9a)))窗自重窗容重（kN/mmm2）高(m)宽(m)面积(m2)数量重量（kN）C11.920.953.002.856.0032.83C20.770.951.201.1412.0010.53C30.580.950.900.864.001.98LMC12.520.953.002.854.0028.73LMC21.760.952.102.002.007.02总计49.5981.10表2.9b)))门自重门容重（kN/mmm2）高(m)宽(m)面积(m2)数量重量（kN）M10.501.451.201.744.003.48M20.381.450.901.3124.0011.90总计38.2815.38表2.9c)))外墙自重重外墙容重（kN/mmm2）高(m)长（m)面积(m2)数量重量（kN）2.241.45131.40190.531.00减洞口面积49.591.00315.71表2.9d)))内墙自重重内墙容重（kN/mmm2）高(m)长（m)面积(m2)数量重量（kN）2.081.4581.90118.761.002.081.454.005.808.002.081.454.506.534.00减洞口面积38.28318.19表2.10二二二层上半部部分分:表2.10a)窗自重窗容重（kN/mmm2）高(m)宽(m)面积(m2)数量重量（kN）C11.920.653.001.956.0022.46C20.770.651.200.7812.007.21C30.580.650.900.594.001.36LMC12.520.653.001.954.0019.66LMC21.760.652.101.372.004.80总计33.9355.49表2.10b)门自重门容重（kN/mmm2）高(m)宽(m)面积(m2)数量重量（kN）M10.500.651.200.784.001.56M20.380.650.900.5924.005.34总计17.166.90表2.10c)外墙自重重外墙容重（kN/mmm2）高(m)长（m)面积(m2)数量重量（kN）2.240.95131.40124.831.00减洞口面积33.931.00203.62表2.10d)内墙自重重内墙容重（kN/mmm2）高(m)长(m)面积(m2)数量重量（kN）2.080.9581.9077.811.002.081.154.004.608.002.081.154.505.184.00减洞口面积17.16245.74计算各取层高的的的一半计计入本本层墙的的重力力荷载代代表值值中。表2.11各各各层恒载重重力力荷载代代表值值门窗外墙内墙阳台墙楼板梁柱恒载1一层上半13.8111318.93388.3865.91639.0444992.91557.725092.7666二层下半15.481.1315.71318.19274.732二层上半6.955.5203.62245.7465.91639.0444997.86274.734494.3999三层下半15.481.1315.71318.19274.736六层上半6.955.5203.62245.7465.91639.0444997.86274.733772.2女儿墙282.92表2.12各各各层重力荷荷载载代表值值层次恒载活载标准值组合系数15092.76662.000.55093.76662、3、4、554494.39992.000.54495.399963772.20.500.53772.45552.3框架侧侧侧移刚度度计算算梁柱线刚度计算算算见表2.13、表2.14。表2.13梁梁梁线刚度计计算算表层次(N/mm)))（mm）（mm）（mm）1111113.25E+000425050042002.60E+00092.02E+11103.02E+11104.03E+11103.25E+000425050048002.60E+00091.76E+11102.64E+11103.53E+11103.25E+000425050051002.60E+00091.66E+11102.49E+11103.32E+11103.25E+000425030042005.63E+00084.35E+00096.53E+00098.71E+00093.25E+000425030015005.63E+00081.22E+11101.83E+11102.44E+11103.25E+000425030036005.63E+00085.08E+00097.62E+00091.02E+11102-63.00E+000425050042002.60E+00091.86E+11102.79E+11103.72E+11102-63.00E+000425050048002.60E+00091.63E+11102.44E+11103.26E+11102-63.00E+000425050051002.60E+00091.53E+11102.30E+11103.06E+11102-63.00E+000425030042005.63E+00084.02E+00096.03E+00098.04E+00092-63.00E+000425030015005.63E+00081.13E+11101.69E+11102.25E+11102-63.00E+000425030036005.63E+00084.69E+00097.03E+00099.38E+0009表2.14柱线线线刚度计算算表表层次（mm)(N/mm222)(mm)(mm)(mm4)(N·mm）2142003.25E+00044004002.13E+00091.65E+111042003.25E+00045505507.63E+00095.90E+11102-629003.00E+00043504001.87E+00091.93E+11102-629003.00E+00044004002.13E+00092.21E+1110柱的侧移刚度计计计算根据梁柱的线刚刚刚度比的不不同同，框架架柱可可分为中中柱，边边柱和楼楼梯间间柱等。现现在在以第四四层轴轴线C与轴线11相交处的的柱柱子为例例说明明侧移刚刚度计计算过程程，其其余柱计计算结结果见表2.15～2.17。第四层柱以及与与与其相连连的梁梁的相对对线刚刚度如图2.3所示，图图中中数据取取自表表2.14与表2.15。可得梁梁柱柱的线刚刚度比比为图2.2柱CCC-11及与其相相连连的相对对梁线线刚度表2.15边框框框柱侧移刚刚度度层次边柱号1B20.450.395.90E+11104013615562.99961F20.510.405.90E+11104013616150.33361B3、6、9、110.600.425.90E+11104013616980.66641F3、5、7、9、102.440.661.65E+1110112247432.43331C20.870.485.90E+11104013619159.00021E20.930.495.90E+11104013619588.55592B21.150.372.21E+111031533.888911512.33372F21.310.402.21E+111031533.888912480.11182B3、6、9、111.540.442.21E+111031533.888913718.11132F3、5、7、9、102.010.501.93E+111027538.666413803.66662C22.230.532.21E+111031533.888916624.22252E22.400.552.21E+111031533.888917200.33303-6B21.100.352.21E+111031533.888911189.44443-6F21.260.392.21E+111031533.888912187.99943-6B3、6、9、111.480.432.21E+111031533.888913410.99963-6F3、5、7、9、101.930.491.93E+111027538.666413524.00073-6C22.140.522.21E+111031533.888916300.11133-6E22.300.532.21E+111031533.888916866.9996表2.16中中中柱侧移刚刚度度层次中柱号11C3、9、1114.150.761.65E+1110112248486.8111E3、94.450.771.65E+1110112248614.14442C3、9、1113.410.631.93E+111027538.666417358.00002E3、93.660.651.93E+111027538.666417807.66673-6C3、9、1113.270.621.93E+111027538.666417087.55553-6E3、93.510.641.93E+111027538.666417542.7777表2.17楼楼楼梯口处柱柱侧侧移刚度度层次柱号1C62.140.641.65E+1110112247157.65551D4、81.570.581.65E+1110112246508.32221E5、7、1002.440.661.65E+1110112247432.43331E112.010.631.65E+1110112247025.80002C61.760.471.93E+111027538.666412890.44432D4、81.290.391.93E+111027538.666410797.88832E5、7、1002.010.501.93E+111027538.666413803.66662E111.650.451.93E+111027538.666412448.99983-6C61.690.461.93E+111027538.666412612.55553-6D4、81.240.381.93E+111027538.666410539.44483-6E5、7、1001.930.491.93E+111027538.666413524.00073-6E111.590.441.93E+111027538.666412196.7778，，则该框架为规规规则框架架。2.4横向水水水平地震震作用用下框架架结构构的侧移移和内内力计算算1.横向自震周周期期计算a)横向框架架架结构计计算简简图b)各质点的的重重力荷载载代表表值图2.3横向向向自振周期期计计算表2.18结结结构顶点的的假假想侧移移计算算层次（kN)(kN)(N/mm)(mm)(mm)63772.45553772.4555307922...0412.25319.9654495.39998267.8444307922...0426.85307.7144495.399912763.2223307922...0441.45280.8634495.399917258.6662307922...0456.05239.4124495.399921754.0001314218...2169.23183.3615093.766626847.7777235238...49114.13114.13该框架质量和刚刚刚度沿高高度分分布比较较均匀匀，其基基本自自振周期期T1可以按下下式式计算s2.水平地震作作用用及楼层剪剪剪力计算算本建筑高度不超超超过40m，质量和和刚刚度沿高高度分分布比较较均匀匀，变形形以剪剪切变形形为主主，故可用底部剪力力力法计算算水平平地震作作用。该建筑所在在场场地类别为为为第一组Ⅱ类，故设防防烈烈度为7度且为多多遇遇地震时时。又，则。因为为为，得因为，则应考虑虑虑顶部附附加水水平地震震作用用，则顶顶部附附加地震震作用用系数为为：，则。各质点的水平地地地震作用用按此此式子计计算：：表2.19各各各质点横向向水水平地震震作用用及各质质点分分配的地地震剪剪力表层次（m）（KN）(KN)(KN)126.93618.73772.455570544.88820.237213.18340.11515.84495.399971027.11160.238214.64554.74412.94495.399957990.55530.195175.24729.983104495.399944953.9990.151135.85865.8327.14495.399931917.22270.10796.45962.2814.25093.766621393.77790.07264.651026.9333总计297827...51026.9333图2.4横向向向水平地震震及及作用及及楼层层地震剪剪力3.水平地震作作用用下的位移移移验算层间位移以及顶顶顶点位移移计算算，以第4层为例，层间位移：顶点位移：mmmm其余各层计算结结结果见表2.20。表2.20横横横向水平地地震震作用下下的位位移验算算层次（KN）（mm）（mm）（mm）6340.11307922...041.1015.918555429001/26365554.74307922...041.8014.4129001/16114729.98307922...042.3712.6129001/12243865.83307922...042.8110.2429001/10322962.28314218...213.067.4329001/94811026.9333235238...494.374.3742001/961由表可见最大层层层间弹性性位移移角发生生在第第2层，其值值为1/94488>1/5550，满足要要求求。4.水平地震震震作用下下框架架内力计计算以四层柱C为例例例梁端弯矩、剪力力力及柱轴轴力的的计算表2.21BBB柱各层柱柱端端弯矩及及剪力力计算层次（KN）（KN）（N/mm）62900340.11307922...0413410.999614.8131.480.3716.0726.8952900554.74307922...0413410.999624.1611.480.4229.7140.3642900729.98307922...0413410.999631.7931.480.4541.4950.7132900865.83307922...0413410.999637.7101.480.4751.8457.5222900962.28314218...2113718.111342.0111.540.5060.9260.92142001026.9333235238...4916980.666474.1290.600.70217.9493.40表2.22CCC柱各层柱柱端端弯矩及及剪力力计算层次（mm）（KN）（N/mm）62900340.11307922...0417087.555518.8743.270.4524.6330.1052900554.74307922...0417087.555530.7843.270.4641.3847.9042900729.98307922...0417087.555540.5093.270.5058.7458.7432900865.83307922...0417087.555548.0483.270.5069.6769.6722900962.28314218...2117358.000053.1583.410.5077.0877.08142001026.9333235238...498486.811137.0494.150.5585.5870.02表2.23EEE柱各层柱柱端端弯矩及及剪力力计算层次（KN）（KN）（N/mm）62900340.11307922...0412196.777813.4721.590.3814.8324.2452900554.74307922...0412196.777821.9731.590.4327.3736.3542900729.98307922...0412196.777828.9141.590.4537.7346.1232900865.83307922...0412196.777834.2951.590.4847.6951.7722900962.28314218...2112448.999838.1241.650.5055.2855.28142001026.9333235238...497025.800030.6712.010.5570.8557.97注：表中M单位位位为kN·m，V单位为kN。表2.24梁梁梁端弯矩、剪剪力计算层次横BC横梁CE626.8915.534.808.8414.5824.245.107.61556.4237.414.8019.5535.1251.185.1016.92480.4251.644.8027.5148.4873.495.1023.91399.0166.234.8034.4362.1789.505.1029.742112.7575.694.8039.2671.06102.975.1034.121154.3275.804.8047.9471.30113.255.1036.19表2.25柱柱柱子轴力计计算算层次BCE6-8.841.237.615-28.393.8524.534-55.907.4548.453-90.3212.1478.192-129.588817.27112.311-177.522229.03148.50图2.5左地地地震作用下下框框架弯矩矩图图2.6左地地地震作用下下梁梁端剪力力及柱柱轴力图图注：(1)柱轴轴力力中的负号号号表示拉拉力，为为左地震震时，左左侧两根根柱为为拉力，对对应应右侧两两根柱柱为压力力。(2)))表中M单位为kN·m，V单位为kN，N单位为kN，l单位为m。2.5竖向荷载载载作用下下框架架结构的的内力力计算1．计算单元图2.7横向向向框架计算算单单元图2.8各层层层梁上作用用的的恒载取轴线处框架进进进行计算算，计计算单元元如图图2.7所示。由由于于房间内内布置置右次梁梁，故故直接传传给该该框架的的楼面面荷载如如图中中的水平平阴影影线所示示，计计算单元元范围围内的其其余楼楼面荷载载则通通过次梁梁和纵纵向框架架以集集中力的的形式式传给横横向框框架。由由于纵纵梁对柱柱有偏偏心，所所以在在框架节节点上上还作用用有中中力矩。2.荷载计算恒载计算在图2.7中，q11为均布荷荷载载形式的的横梁梁自重。qq2，q2’，为房间传传给给梁的梯梯形荷荷载和三三角形形荷载。由由图图中的几几何关关系可得得顶层层为由边纵梁，中中中纵梁,次梁，边边纵纵梁直接接传给给柱、梁梁的恒恒载，包包括梁梁自重、楼楼板板重和女女儿墙墙等的重重力荷荷载，计计算如如下：集中力矩：2～5层，q11包括括梁自重重和其上上横墙墙自重，为为均均布荷载载。其其他荷载载计算算方法同同顶层层。其中底层图2.9各层层层梁上作用用的的活载2）活载计计算对于顶层，在屋屋屋面雪荷荷载作作用下在屋面活荷载作作作用下，2到5层底层：将以上结果汇总总总，见表表表2.26横向框架架恒恒荷载汇汇总表表层次(kN/)(kN/m)))(kN/)(kN/m)))(kN)(kN)(kN)(kN)(kN·m)(kN·m)))63.2818.069.0312.9043.9346.9739.9242.383.293.1858.2714.287.1410.2040.3759.2454.1244.673.033.3548.2714.287.1410.2040.3759.2454.1244.673.033.3538.2714.287.1410.2040.3759.2454.1244.673.033.3528.2714.287.1410.2040.3759.2454.1244.673.033.3518.2714.287.1410.2040.3759.2454.1244.676.066.70表2.27横横横向框架活活荷荷载汇总总表层次(kN/m)))(kN/)(kN/m)))(kN)(kN)(kN)(kN)(kN·m)(kN·m)))62.1(0.8)1.05(0.42)1.5(0.60)3.86(0.88)3.86(1.54)3.68(1.47)2.03(0.81)0.17(0.07)0.15(0.06)58.404.206.008.8215.4414.728.810.660.6148.404.206.008.8215.4414.728.810.660.6138.404.206.008.8215.4414.728.810.660.6128.404.206.008.8215.4414.728.810.660.6118.404.206.008.8215.4414.728.811.321.22注：表中括号内内内数值对对应屋屋面雪荷荷载作作用情况况。3）内力计算梁端和柱柱柱端弯矩矩采用用弯矩二二次分分配法计计算。先先确定梁梁的固固端弯矩矩以及及节点各各杆的的弯矩分分配系系数。在在竖向向荷载作作用下下，结构构为偶偶数跨非非对称称结构，故故可可取如图2.3a）所示的的两两跨框架架进行行计算，计计算算过程及及结果果见图2.10，所得弯弯矩矩图见图2.11。梁端弯弯矩矩求出以以后，从从框架中中截取取隔离体体，应应用平衡衡条件件，梁端端剪力力可根据据梁上上竖向荷荷载引引起的剪剪力与与梁端弯弯矩引引起的剪剪力相相叠加而而得，柱柱端剪力力可由由柱端弯弯矩确确定。柱柱轴力力为柱所所在层层以上所所有与与该柱相相连的的梁端剪剪力和和节点集集中力力之和，计计算算恒载作作用时时的柱轴轴力要要考虑柱柱的自自重。计计算结结果列于于表2.28，2.29，2.30，2.31。a)恒载作用用用下b)活载作用用用下图2.10横横横向框架弯弯矩矩的二次次分配配法（M单位kN·m）a)恒载作用用用下b)活载作用用用下图2.11竖竖竖向荷载作作用用下框架架弯矩矩图（单单位KN·m）表2.28恒恒恒载作用下下梁梁端剪力力荷载引起剪力弯矩引起剪力总剪力层BC跨CE跨BC跨CE跨次VB=VCVC=VEVB=-VCVC=-VEEVBVCVCVE632.2537.98-6.75.7325.5538.9543.7132.25539.1341.31-6.284.9732.8545.4146.2836.34439.1341.31-6.315.0732.8245.4446.3836.24339.1341.31-6.315.0732.8245.4446.3836.24239.1341.31-6.485.132.6545.6146.4136.21139.1341.31-6.054.0533.0845.1845.3637.26表2.29恒载作用用下下柱轴力力BCE层次N顶N底N顶N底N顶N底669.4880.65129.63142.3974.6387.395153.87165.04293.32306.08168.40181.164238.23249.40457.14469.90262.07274.833322.59333.76620.96633.72355.74368.502406.78417.95784.98797.74449.38462.141491.40526.34947.52966.00544.07562.55表2.30活活活载作用下下梁梁端剪力力荷载引起剪力弯矩引起剪力总剪力BC跨CE跨BC跨CE跨BC跨CE跨层次VB=VCVC=VEVB=-VCVC=-VEEVBVCVCVE62.843.94-0.440.412.403.284.353.531.131.570.08-0.051.211.051.521.62511.3415.74-1.771.649.5713.1117.3814.1011.3415.74-1.821.949.5213.1617.6813.80411.3415.74-1.751.559.5913.0917.2914.19311.3415.74-1.751.559.5913.0917.2914.19211.3415.74-1.501.569.8412.8417.3014.18111.3415.74-1.531.679.8112.8717.4114.07表2.31活活活载作用下下柱柱轴力层次BCE柱顶=柱底（雪荷载）柱顶=柱底（雪荷载）柱顶=柱底（雪荷载）66.2611.495.562.094.112.43516.6557.4228.4712.4350.3925.04427.0622.84103.2496.2151.4748.04337.4733.25149.06142.0374.4771.04248.1343.91194.64187.6197.4694.03158.7654.54240.36233.33120.34116.91注：V以向上为为正。2.6横向框架架架内力组组合（1）结构的抗抗震震等级该结构为框架结结结构，高高度小小于30m，抗震设设防防烈度为7度，可确确定定建筑抗抗震等等级为三三级。（2）框架梁内内力力组合在设计过程中考考考虑了四四种内内力组合合，即即可变荷荷载控控制的组组合11.2SSGkk+1.44SSQk和1.2SGk+++1.44SQQk永久荷荷载载控制的的组合合1.35SSGkk+SQk，地震震作作用下的的不利利组合1..22SGEkk+1..3SEkk。各层梁梁的内力力组合合结果见见表2.20～26。弯矩以以下下拉为正正，剪剪力以向向上为为正。表2.32框框框架梁内力力组组合表层截面内次位置力(雪载）（左震）（右震）左震右震BM-20.17-6.81-6.81154.32-154.3222129.24-171.6888-34.04-33.74104.58V33.089.819.81-47.9447.94-14.2391.7254.4753.43C左M-44.86-13.03-13.03-75.8075.80-120.155527.66-73.60-72.08V45.1812.8712.8747.94-47.94105.62-0.3373.8672.231C右M-59.08-15.71-15.7171.30-71.309.28-129.7555-95.46-92.88V45.3617.4117.41-36.1936.1915.1695.1478.6578.81110.00EM-35.57-8.45-8.45-113.2555113.25-146.244474.60-56.47-54.52V37.2614.0714.0736.19-36.1985.175.1964.3764.41跨间132.78105.0554.6850.4098.9087.5078.575.30BM-18.29-7.04-7.04112.75-112.755590.30-129.5666-31.73-31.8080.42V32.659.849.84-39.2639.26-5.0681.7053.9252.96C左M-44.72-13.15-13.15-75.8075.80-120.077727.74-73.52-72.072V45.6112.8412.8439.26-39.2696.459.6974.4172.71C右M-60.89-16.10-16.1071.06-71.067.23-131.3333-98.31-95.61V46.4117.3017.30-34.1234.1218.4693.8679.9579.91EM-38.78-9.35-9.35-102.9777102.97-139.500061.29-61.70-59.62109.80V36.2114.1814.1834.12-34.1281.876.4663.0663.30跨间93.5746.5543.5040.8095.6093.7065.461.70BM-18.96-6.03-6.0399.01-99.0176.76-116.3111-31.63-31.19V32.829.599.59-34.4334.430.3276.4153.9052.8173.50C左M-44.92-13.15-13.15-66.2366.23-110.922218.23-73.79-72.323V45.4413.0913.0934.43-34.4391.0714.9874.4372.85C右M-60.91-16.09-16.0962.17-62.17-1.44-122.6888-98.32-95.62V46.3817.2917.29-29.7429.7423.2688.9979.9079.86109.20EM-38.94-9.38-9.38-89.5089.50-126.533348.00-61.94-59.85V36.2414.1914.1929.74-29.7477.0611.3463.1163.35跨间74.7063.0043.3039.7096.6076.4067.3060.20BM-18.96-6.03-6.0380.42-80.4258.63-98.19-31.63-31.19V32.829.599.59-27.5127.517.9768.7753.9052.8173.70C左M-44.92-13.15-13.15-51.6451.64-96.704.00-73.79-72.324V45.4413.0913.0927.51-27.5183.4222.6374.4372.85C右M-60.91-16.09-16.0948.48-48.48-14.79-109.3333-98.32-95.62V46.3817.2917.29-23.9123.9129.7082.5579.9079.86EM-38.94-9.38-9.38-73.4973.49-110.922232.39-61.94-59.85109.20V36.2414.1914.1923.91-23.9170.6217.7863.1163.35跨间58.3038.9040.6038.0096.6076.4063.1059.30BM-19.29-6.03-5.8756.42-56.4235.01-75.01-32.06-31.5873.60V32.859.579.52-19.5519.5516.7659.9653.9252.82C左M-44.92-13.27-13.29-37.4137.41-82.88-9.93-73.91-72.485V45.4113.1113.1619.55-19.5574.6331.4374.4172.85C右M-47.66-15.98-16.1235.12-35.12-15.90-84.39-80.32-79.56V46.2817.3817.68-16.9216.9237.5374.9279.8679.87EM-22.82-8.88-7.70-51.1851.18-73.9125.89-39.69-39.82V36.3414.1013.8016.92-16.9262.8025.4163.1663.35109.10跨间46.3037.6034.4030.1096.7065.4056.2050.30BM-13.16-1.73-1.4526.89-26.8913.72-38.71-19.49-18.21V25.552.401.21-8.848.8416.9136.4536.8934.0253.70C左M-40.48-3.51-1.13-15.5315.53-52.08-21.80-58.15-53.496V38.953.281.058.84-8.8450.0330.5055.8651.33C右M-47.66-4.27-1.6714.58-14.58-29.43-57.86-68.61-63.17V43.714.351.52-7.617.6136.9553.7763.3658.54EM-22.82-2.47-1.91-24.2424.24-45.032.23-33.28-30.8570.80V32.253.531.627.61-7.6142.1325.3147.0743.64跨间33.9028.1026.422.5062.1054.8048.745.20表2.33横横横向框架B柱弯矩和和轴轴力组合合层次截面内力雪载左震右震左震右震6柱顶M12.181.851.05-26.8926.89-14.7837.6518.2917.2137.65-14.7818.29N69.486.262.09-8.848.8454.8572.09100.0692.1472.0954.85100.06柱底M-10.3-2.71-2.4116.07-16.075.33-26.00-16.59-16.13-26.005.33-16.59N80.656.262.09-8.848.8464.9182.14115.14105.5482.1464.91115.14柱顶M9.381.851.05-40.3640.36-30.4448.2714.5113.8548.27-30.4414.515N153.916.6512.43-28.3928.39116.40171.76224.37207.95171.76116.40224.37柱底M-9.64-2.71-2.4129.71-29.7119.21-38.73-15.72-15.36-38.7319.21-15.72N16516.6512.43-28.3928.39126.45181.81239.45221.36181.81126.45239.45柱顶M9.643.713.84-57.5257.52-48.7270.9216.7216.7670.92-48.7216.724N238.227.0622.84-55.955.9181.53297.80348.67323.76297.80181.53348.67柱底M-9.64-3.71-3.7141.49-41.4932.11-54.18-16.72-16.76-54.1832.11-16.76N249.227.0622.84-55.955.9192.06308.33363.48336.92308.33192.06363.48柱顶M9.643.713.71-57.5257.52-48.7970.8616.7216.7670.86-48.7916.72N322.637.4733.25-90.3290.32231.71419.58472.97439.57419.58231.71472.973柱底M-10.2-3.59-3.5951.84-51.8442.42-65.41-17.33-17.24-65.4142.42-17.33N333.837.4733.25-90.3290.32242.44430.30488.05452.97430.30242.44488.05柱顶M8.323.013.01-60.9260.92-53.9272.7914.2414.2072.79-53.9214.24N406.848.1343.91-129.5888129.58276.82546.35597.28555.52546.35276.82597.282柱底M-8.18-2.94-2.9460.92-60.9254.09-72.62-13.98-13.93-72.6254.09-13.98N41848.1343.91-129.5888129.58287.55557.07612.36568.92557.07287.55612.36柱顶M9.493.753.75-93.493.4-86.23108.0516.5616.64108.05-86.2316.561N491.458.7654.54-177.5222177.52313.30682.54722.15671.94682.54313.30722.15柱底M-4.75-1.88-1.88217.94-217.9444221.20-232.1222-8.29-8.33-232.1222221.20-8.29N526.358.7654.54-177.5222177.52346.84716.09769.32713.87716.09346.84769.32表2.34横横横向框架B柱剪力组组合合层次（雪）左震右震左震右震6-7.74-1.57-1.1914.81-14.817.86-24.88-12.03-11.5021.895-6.56-1.57-1.1924.16-24.1619.40-34.00-10.43-10.0729.924-6.65-2.60-2.6040.51-40.5136.65-52.87-11.58-11.6239.043-6.83-2.52-2.5248.11-48.1144.91-61.42-11.74-11.7341.832-5.69-2.05-2.0542.01-42.0139.58-53.28-9.73-9.7046.881-3.39-1.34-1.3474.13-74.1377.77-86.05-5.92-5.9486.57表2.35横横横向框架C柱弯矩和和轴轴力组合合层次截面内力雪载左震右震左震右震6柱顶M8.451.480.63-30.1030.10-21.4637.2412.8912.2137.2437.2412.89N129.6311.494.111.23-1.23119.72117.32186.49171.64117.32117.32186.49柱底M-8.86-1.40-1.3224.63-24.6315.45-32.58-13.36-12.59-32.58-32.58-13.36N142.3911.494.111.23-1.23131.20128.80203.72186.95128.80128.80203.72柱顶M9.701.811.83-47.9047.90-39.6360.0114.9114.1760.0160.0114.915N293.3257.4250.393.85-3.85309.78301.77453.40432.37301.77301.77453.40柱底M-9.54-1.73-1.7341.38-41.3833.05-53.02-14.61-13.87-53.02-53.02-14.61N306.0857.4250.393.85-3.85322.03314.02470.63447.68314.02314.02470.63柱顶M9.541.731.73-58.7458.74-51.1071.0814.6113.8771.0871.0814.61N457.14103.2496.217.45-7.45492.78477.29720.38693.10477.29477.29720.38柱底M-9.54-1.73-1.7358.74-58.7451.10-71.08-14.61-13.87-71.08-71.08-14.61N469.90103.2496.217.45-7.45505.03489.54737.61708.42489.54489.54737.61柱顶M9.54-1.73-1.73-69.7669.76-64.2280.8811.159.0380.8880.8811.15N620.96149.06142.0312.14-12.14676.92651.67987.36953.84651.67651.67987.363柱底M-9.551.731.7369.76-69.7664.21-80.89-11.16-9.04-80.89-80.89-11.16N633.72149.06142.0312.14-12.14689.17663.921004.5888969.15663.92663.921004.5888柱顶M9.551.721.72-77.0877.08-70.1790.1614.6113.8790.1690.1614.61N784.98194.64187.6117.27-17.27861.59825.67254.361214.4777825.67825.671254.36662柱底M-10.47-1.97-1.9777.08-77.0869.17-91.16-16.10-15.32-91.16-91.16-16.10N797.74194.64187.7117.27-17.27873.89837.971271.59991229.7888837.97837.971271.5999柱顶M8-77.0277.02-73.5786.639.569.1086.6386.639.561N947.52240.36233.3329.03-29.031051.8111991.431519.51111473.5333991.43991.431519.5111柱底M-3.11-0.59-0.5965.58-65.5864.93-71.47-4.79-4.56-71.47-71.47-4.79N966.00240.3