毕设说明书(办公楼小框架)

内容摘要本毕业设计遵循先建筑、后结构、再根底的设计过程，根据任务书的要求完成钢筋混凝土框架结构的办公楼建筑、结构设计。在当今工程实际中，框架结构是应用非常广泛的一种结构布置形式。它的钢及水泥用量虽然比拟大，造价也比混合结构的高，但具有梁柱承重，墙体只起分隔和围护的作用，房间布置比拟灵活，门窗开置的大小、形状都较为自由的特点。本说明书将对办公楼进行建筑设计，并对设计给予相应的说明，详细说明本办公楼的结构布置，根据建筑设计和相关标准条款给出合理的柱网图；在综合考虑了结构在各种恒载、活载、风荷载以及地震荷载作用下的情形后，详细的分析了结构在风荷载和地震荷载作用下的横向和纵向的各种性能，具体的计算了结构的梁、柱的弯矩、轴力、剪力，并进行了相应的内力组合，并由此进行了框架配筋局部，最后完成了柱下独立根底以及联合根底的有关计算。从而比拟完整地完成了该办公楼的各项设计工作。关键词：框架结构、办公楼、配筋、荷载，内力组合AbstractThisgraduationprojectfollowsthebuilds,andthenstructure,morebasicdesignprocessfirst,accordingtotherequestoftaskbook,finishthebuildingdesignandstructuraldesignofreinforcedconcreteframestructure’scomprehensivebuilding.FrameConstructionisastructuredisposaltypeintheconstructionpractices,whichisusedwidelyintheworldrecently.Itneedsagreatdealofsteelandcementandmakesitscosthigherthanmixedconstruction.Butitisoftheadvantagesthatoneisbeamandcolumnbeartheforce,whilethewallonlydividesthespaceandtheotheristhedisposalforaroomisflexible:itmakesitfreelytosetthesizesandshapesofthewindowsanddoors.Thistitlewilldothearchitecturedesignfortheofficebuildingandgivesomeillumination，willtellofthedisposalofstructureanddrawthereasonablecolumniationplanaccordingtothearchitecturedesignandthecorrelativecodes.Italsoresearchesthesituationswithpermanentload,liveload,windload,andsnowloadactingonthedesignedstructure,andanalyzesthecharacterofstructurewiththewindloadandearthquakeactingon,andcalculatesthemoment,axialstressandshearofbeamsandcolumnsofthestructure,andcombinesthevalueofanyload,andattheend,accomplishestheofficebuildingofthestructure.Keywords:frameconstruction,officebuilding,placingthereinforcement,Load,Combinationofload目录TOC\o"1-2"\h\u64971设计概况1144341.1工程概况1307221.2设计的根本内容1201331.3设计资料220182结构类型2275643框架结构设计计算3319953.1梁柱截面、梁跨度及柱高确定344733.2荷载的均布恒载4162413.3水平地震力作用下框架的侧移验算10258853.4水平地震作用下横向框架的内力分析22203643.6内力组合33326033.7截面设计38241414.现浇板设计548424.1设计荷载54266294.2四边支承板的内力及截面配筋计算〔按弹性理论〕54131025楼梯设计56185215.1梯段板设计56155755.1.1板厚确定56152455.2中间平台板设计585895.3平台梁计算5979566根底设计592199鸣谢625047参考文献63邯郸市某贸易集团办公楼设计学生：王洋指导教师：高洪俊河北工程大学土木工程学院土木工程专业结构方向1设计概况1.1工程概况建筑地点：河北邯郸市区内建筑类型：六层办公楼，钢筋混凝土框架结构建筑介绍：建筑面积约8000平方米，楼盖及屋盖均采用现浇钢筋混凝土框架结构，楼板厚度取100mm，填充墙采用240厚的粘土空心砖。柱网与层高：本办公楼采用柱距为6.4m的内廊式柱网，边跨为6.4m，中间跨为2.4m，层高一层为3.9m，二~五层为3.7m，六层为4.5m。结构选材：梁、板、柱混凝土采用C35,受力纵筋采用HRB400级，箍筋采用HPB235级，板和根底的受力筋采用HRB335级。1.2设计的根本内容结构设计包括结构布置，设计依据、步骤和主要计算过程及计算结果，计算简图等，具体如下内容：〔1〕结构设计依据与步骤〔计算过程〕；〔2〕结构布置方案；〔3〕计算简图；〔4〕地震作用计算；(5)框架内力分析，配筋计算〔取一榀〕；(6)根底设计计算；(7)板、次梁、楼梯的设计计算。其它构件计算视设计情况而定。1.3设计资料1.3.1气象条件根本风压0.35KN/m2，夏季主导风向为南风，冬季主导风向为北风。根本雪压0.30KN/m2，此处按建筑结构荷载标准采用。1.3.2地质条件与抗震设防经地质勘察部门确定，此建筑场地为三类近震场地，设防烈度为7度，地基土承载力特征值为fk=200Kpa。1.3.3屋面及楼面的做法屋面的做法：30厚C20细石混凝土保护层冷底子油热玛蹄脂二道20厚水泥沙浆找平层150厚膨胀珍珠岩保温层180厚现浇混凝土结构层粉底楼面的做法：水磨石地面20厚水泥沙浆找平层180厚现浇混凝土结构层粉底2结构类型框架结构承重方案的选择：竖向荷载的传力途径：楼板的均布活载和恒载经次梁间接或直接传至主梁，再由主梁传至框架柱，最后传至地基。根据以上楼盖的平面布置及竖向荷载的传力途径，本办公楼框架的承重方案为纵横向框架承重方案，梁、板、柱、楼面均采用现浇形式。梁的计算跨度如图2-1所示190060002400650065006000250250250250一至五层梁图2-1梁的计算跨度190060002400650065006000250250250250一至五层梁3框架结构设计计算3.1梁柱截面、梁跨度及柱高确定3.1.1初估截面尺寸(1)柱：框架柱截面面积Ac可按下式进行初步估算：Ac≧Nc/(a×fc)式中a柱轴压比限值〔一级框架取0.65；二级框架取0.75，三级框架取0.85〕；Fc混凝土轴心抗压强度设计值；Nc估算柱轴力设计值柱轴力设计值Nc可按下式进行估算：Nc=1.25CβN式中N竖向荷载作用下柱轴力标准值〔含活载〕；β水平力作用对柱轴力的放大系数，7度抗震时取β=1.05；C中柱C=1、边柱C=1.1、角柱C=1.2。竖向荷载作用下柱轴力标准值N可按正式估算：N=nAq式中n柱承受楼层数；A柱子附属面积；q竖向荷载标准值〔含活载〕，根据《高规》条文说明5.1.8规定，框架与框架剪力墙结构约为12～14KN/㎡,可取q=13KN/㎡。Ｎ＝6×13×19.95＝1556.10KN＝1.25×1.05×155.6＝2450.86KN≧2450.86／〔0.85×fc〕＝16.7〔KN/㎡〕＝0.17㎡根据《高规》中的规定和上述计算结果并综合考虑其他因素，本设计柱截面尺寸取值如下〔为计算简便，边柱中柱尺寸取相同〕：1~7层400mm×500mm梁：梁截面高度按梁跨度的1/12~1/8估算，由此估算的梁截面尺寸见表3.0，表3.0梁截面尺寸〔mm〕及混凝土强度等级层次混凝土强度等级横梁〔b×h〕纵梁〔b×h〕次梁〔b×h〕1--7C35300×500300×500300×5003.1.2梁的计算跨度框架梁的计算跨度以上柱形心线为准，而墙中心线是与轴线重合的，所以柱的形心与轴线发生偏移，造成计算跨度与轴线间距不同，如图2-1。3.1.3柱的高度底层柱高度：底层层高3.9m，室内外高差0.6m，根底埋深取1.5m，根底高度取0.8m，故3.9+0.6+2.0-0.8-0.1=5.6m，2～5为3.7m，6层为4.5m，7层为4.2m。3.2荷载的均布恒载其按屋面的做法逐项计算均布荷载：吊顶处不做粉底，无吊顶处做粉底，近似取吊顶来参与计算，粉底为相同重量，其屋面构造做法如图3-3所示，按图3-3来计算屋面恒载，其结果如下：3.2.1屋面的恒载40厚C35细石混凝土保护层0.04×20=0.8KN/m2二毡三油防水层0.065×0.35=0.023KN/m2冷底子油热玛蹄脂二道0.4KN/m220厚水泥沙浆找平层0.02×20=0.4KN/m2150厚膨胀珍珠岩保温层0.025KN/m2厚现浇混凝土结构层0.12×25=3.0KN/m2粉底0.5KN/m2合计：5.2KN/m2图3-1屋面构造做法屋面的长边长：6.6×9+0.24=59.64m屋面的短边长：8.1×2+2.1+0.24=18.54m那么屋面恒荷载标准值为：(暂不考虑预留洞与楼梯及其它构造对荷载的影响)1284.66×5.2=6680.232KN3.2.2屋面的活载计算重力荷载代表值时，不必考虑活荷载，仅考虑屋面雪荷载作用：1284.66×0.3=385.4KN3.2.3楼面的均布恒载楼面的做法如图3-4所示，按图示各层进行组合来参与计算楼面恒载大小。水磨石地面0.65KN/m220厚水泥沙浆找平层0.02×20=0.4KN/m2120厚现浇混凝土结构层0.12×25=2.5KN/m2粉底0.5KN/m2合计:4.55KN/m2因而得到楼面均布恒载标准值：59.64×18.54×4.05=4478.2KN2层：1076.05×4.55=4896.0KN3～5层：1184.04×4.55=5387.38KN图3-2楼面构造做法3.2.4楼面均布活荷载根据荷载标准，标准办公用房2.0KN/，走道，楼梯上面活载2.5KN/，这里统一偏平安地取3.0KN/参与计算：×2.4〕×3.0+2.4×2.4×7.0=3251.19KN×2.4〕×3.0+2.4×2.4×7.0=3575.16KN3.2.5梁柱的自重梁的自重层次构件b∕mh∕mγβgli∕mnGiKN2层边梁0.150.3251.051.188.1438.232横梁〔1〕0.30.6251.054.72517.57578.8125横梁10.30.6251.054.72517.52165.375横梁20.30.6251.054.72514.56411.075次梁10.30.6251.054.72517.52165.375次梁20.30.6251.054.72514.52137.025纵梁10.30.6251.054.7257.94149.31纵梁20.30.6251.054.7253.524396.9纵梁30.30.6251.054.7253.212181.44纵梁40.30.6251.054.7257.48279.72纵梁50.30.6251.054.7256.84128.52纵梁60.30.6251.054.7253.8471.823~5层边梁0.150.3251.051.188.1438.232横梁10.30.6251.054.72517.59744.1875横梁20.30.6251.054.72514.56411.075次梁10.30.6251.054.72517.52165.375次梁20.30.6251.054.72514.52137.025纵梁10.30.6251.054.7257.94149.31纵梁20.30.6251.054.7253.524396.9纵梁30.30.6251.054.7253.212181.44纵梁40.30.6251.054.7257.48279.72纵梁50.30.6251.054.7256.84128.52纵梁60.30.6251.054.7253.8471.826层及顶层边梁10.150.3251.051.183.91464.428边梁20.150.3251.051.183.628.496边梁30.150.3251.051.184.2419.824边梁0.150.3251.051.188.1438.232横梁10.30.6251.054.72517.59744.1875横梁20.30.6251.054.72517.16484.785次梁10.30.6251.054.72517.52165.375次梁20.30.6251.054.72517.12161.595纵梁10.30.6251.054.7257.94149.31纵梁20.30.6251.054.7253.524396.9纵梁30.30.6251.054.7253.212181.44纵梁40.30.6251.054.7257.48279.72纵梁50.30.6251.054.7256.84128.52纵梁60.30.6251.054.7253.8471.82注：〔1〕上表中β为考虑梁的粉刷层重力荷载而对其重力荷载的增大系数；g表示单位长度构件重力荷载；n为构件数量〔2〕梁长度取净长柱的自重柱的自重如下表3-2所示，其计算与梁相似〔考虑抹灰层在内计算)表3-2柱重力荷载标准值柱子自重表层次bhγβgli∕mnGiKN10.40.5251.15.53.9641372.82~50.40.5251.15.53.7641302.460.40.5251.15.54.564158470.40.5251.15.54.218415.8注：〔1〕上表中β为考虑柱的粉刷层重力荷载而对其重力荷载的增大系数；g表示单位长度构件重力荷载；n为构件数量〔2〕底层柱高度从根底顶面取至一层板底，2~7层柱高即层高3.2.6墙体、门窗自重的计算层数内墙㎡外墙㎡内墙门窗面积㎡外墙门窗面积㎡墙厚墙体自重KN∕m3墙体总重合计1372.4321.523.73205.370.271228.1915101.8052591.8321.545.78205.370.271560.103466.8367.059.72159.90.271413.394466.8367.059.72159.90.271413.395507.0367.055.02159.90.271464.356560.4399.261.74261.420.271705.50一层底614.20.2253839.06女儿墙1909.587208.1146.111.3453.090.27568.223墙体为240mm厚粘土空心砖，两面20mm厚抹灰，依建筑结构荷载标准，空心砖自重为15，其计算如表3-3所示：〔此处考虑门窗洞口，平均重度按墙体的80%折算〕注：〔1〕单位面积墙重为0.2×7+7×0.02=1.74等效重力荷载代表值〔标准值〕的计算：恒载取100%雪载取50%楼面〔屋面〕取等效均布活载50%-80%一般民用建筑取50%一般楼层取G=1.0恒+0.5活+1.0(柱、梁、墙)分层总计，上下各半，屋盖和楼盖重力代表值为：屋盖层=屋面荷载+50%雪载+纵横梁自重+半层柱重+半层墙重〔墙和门窗〕+女儿墙重楼盖层=楼面恒载+50%楼面活载+纵横梁自重+楼面上下各半层柱和各半层墙重将上述各荷载相加，得到集中于各层楼面的重力荷载代表值如下：底层：G5=4896.0+0.5×3251.19+2199.03+1/2×(1372.8+1302.4)+1/2×(1228.192+3839.063+1560.104)=13371.873KN二层：G4~3=5387.38＋0.5×3575.16＋2259.658＋1/2×〔1302.4+1302.4〕+1/2×〔1560.104+1413.392〕=12223.753KN三层：G2=5387.38＋0.5×3575.16＋2259.658＋1/2×〔1302.4+1302.4〕+1/2×〔1413.392+1413.392〕=12150.453KN四层：=5387.38＋0.5×3575.16＋2259.658＋1/2×〔1302.4+1302.4〕+1/2×〔1413.392+1464.352〕=12175.89KN五层：=5387.38＋0.5×3575.16＋2259.658＋1/2×〔1302.4+1302.4〕+1/2×〔1464.352+1705.505〕=12321.753KN六层：=6508.944＋0.5×2150.848＋2434.316＋1/2×〔1584+415.8〕+1/2×〔1705.505+568.22〕+1529.094=13684.5405KN七层：=263.52×5.2＋263.52×0.3＋552.5014＋1/2×415.8+1/2×568.22+680.29=3214.1839KN所以质点重力荷载代表值如图3-5所示图3-3重力荷载代表值3.3水平地震力作用下框架的侧移验算3.3.1横梁的线刚度混凝土采用C35，在框架结构中，对现浇楼面，可以作为梁的有效翼缘，增大了梁的有效刚度，减小了框架的侧移，为了考虑这一有利作用，在计算梁的截面惯性矩时，对现浇楼面的边框架梁取I=1.5〔为梁的截面惯性矩〕，对中框架梁取I=2来计算，横梁线刚度计算结果见表3-4所示：表3-4横梁线刚度横梁的线刚度类别截面b×h(㎡)跨度l(m)惯性矩边框架梁中框架梁〔〕〔〕〔〕〔〕边横梁10.3×0.51.50.00310.00465976500.0062130200边横梁20.3×0.56.50.00310.0046522534.6150.006230046.15385边横梁30.3×0.580.00310.0046518309.3750.006224412.5走道梁0.3×0.52.40.00310.0046561031.250.006281375边横梁40.3×0.57.70.00310.0046519022.7270.006225363.636363.3.2横向框架柱的线刚度及侧移刚度D值柱的线刚度见表3-5所示，横向框架柱侧移刚度D值见表3-6所示：表3-5柱线刚度柱子线刚度层次截面〔〕柱高h〔m〕惯性矩线刚度10.4×0.53.90.00416666733653.846152~50.4×0.53.70.00416666735472.9729760.4×0.54.50.00416666729166.6666770.4×0.54.20.004166667312502层11轴柱子0.4×0.57.60.00416666717269.73684表3-6横向框架柱侧移刚度D位置根数1边框边柱0.66960.4381180711632.629694边框中柱2.48310.66541009617667.541614中框边柱18轴0.89280.48147123912783.715196中框中柱18轴3.31080.71755667719052.104156中框边柱16轴0.89280.48147123912783.7151912中框中柱16轴3.31080.71755667719052.1041512中框边柱12轴3.86880.74441112319765.126174中框中柱112轴4.76160.77815901620661.178544中框中柱212轴3.31080.71755667719052.104154中框边柱11轴0.72540.44962207411938.076614中框中柱11轴3.14340.70836411718808.029212∑D1013527.4342边框边柱0.6352615380.2410620467495.5624074边框中柱2.3557615380.54083804116816.771274中框边柱18轴0.8470153850.2975099439250.7484286中框中柱18轴3.1410153850.61097179218997.504066中框边柱16轴0.8470153850.2975099439250.74842812中框中柱16轴3.1410153850.61097179218997.5040612中框边柱12轴3.67040.64729119620126.816464中框中柱112轴4.5174153850.69312988621552.120724中框中柱212轴3.1410153850.61097179218997.504064中框边柱11轴0.68820.2560077387960.2824432中框中柱11轴2.98220.59857091218611.912172中框边柱门前11轴1.41360.4141082731485.7771942中框中柱门前11轴2.63810.56878894417685.874212∑D939911.33653~5边框边柱0.6352615380.2410620467495.5624074边框中柱2.3557615380.54083804116816.771274中框边柱18轴0.8470153850.2975099439250.7484286中框中柱18轴3.1410153850.61097179218997.504066中框边柱16轴0.8470153850.2975099439250.74842812中框中柱16轴3.1410153850.61097179218997.5040612中框边柱12轴3.67040.64729119620126.816464中框中柱112轴4.5174153850.69312988621552.120724中框中柱212轴3.1410153850.61097179218997.504064中框边柱11轴0.68820.2560077387960.2824434中框中柱11轴2.98220.59857091218611.912174∑D954712.42296边框边柱0.7726153850.2786594164816.335594边框中柱2.8651153850.58891005810178.692374中框边柱18轴1.0301538460.3399675065875.9815876中框中柱18轴3.8201538460.65636647211344.605696中框边柱16轴1.0301538460.3399675065875.98158712中框中柱16轴3.8201538460.65636647211344.6056912中框边柱12轴4.4640.69059405911936.193624中框中柱112轴5.4941538460.73312530812671.301624中框中柱212轴3.8201538460.65636647211344.605694中框边柱11轴0.8370.2950299615099.283284中框中柱11轴3.6270.64457081911140.730214∑D578719.14047边框边柱12轴3.12480.60974086812962.178314边框中柱112轴3.8459076920.65788033213985.551274中框边柱11轴0.78120.2808859495971.2148924中框中柱11轴3.38520.62861175113363.345044边框中柱212轴2.6741076920.57211084312162.22034∑D233778.03933.3.3横向框架自震周期横向自振周期的计算采用结构顶点的假想位移法。根本自振周期T1〔s〕可按下式计算：T1=1.7ψT〔uT〕1/2注：uT假想把集中在各层楼面处的重力荷载代表值Gi作为水平荷载而算得的结构顶点位移。ψT结构根本自振周期考虑非承重砖墙影响的折减系数，取0.6。uT按以下公式计算：VGi=∑Gk〔△u〕i=VGi/∑DijuT=∑〔△u〕k注：∑Dij为第i层的层间侧移刚度。〔△u〕i为第i层的层间侧移。〔△u〕k为第k层的层间侧移。s为同层内框架柱的总数。结构顶点的假想侧移计算过程见下表：表3-7横向框架顶点位移计算层次73214.183214.18233778.040.0140.321613684.5416898.72578719.140.0290.307512321.7529220.47954712.420.0310.278412175.8941396.36954712.420.0430.247312150.4553546.81954712.420.0560.204212223.7565770.56939911.340.0700.148113371.8779142.431013527.430.0780.078因此：T1=1.7ψT〔uT〕1/2=1.7×0.6×(0.321)1/2=0.577(s)3.3.4横向地震作用计算本结构高度不超过40m，质量和刚度沿高度分布比拟均匀，变形以剪切型为主，故可用底部剪力法计算水平地震作用，即：1、结构等效总重力荷载代表值GeqGeq=0.85∑Gi=0.85×79142.43=67271.0681〔KN〕2、计算水平地震影响系数а1查表得二类场地中震特征周期值Tg=0.45s，设防烈度为7度的аmax=0.12，设计地震加速度值0.15gа1=〔Tg/T1〕0.9аmax=〔0.45/0.577〕0.9×0.12=0.1033、结构总的水平地震作用标准值FEkFEk=а1Geq=0.103×67271.0681=6967.108〔KN〕因1.4Tg=1.4×0.45=0.635s＞T1=0.517s，所以不需考虑顶部附加水平地震作用。各质点横向水平地震作用按下式计算：Fi=GiHiFEk/〔∑GkHk〕，地震作用下各楼层水平地震层间剪力Vi为：Vi=∑Fk〔i=1，2，…n〕计算过程如下表：表3-8各层横向地震作用及楼层地震剪力层次74.227.43214.1888068.530.08516.291548.8764.523.213684.54317481.330.291861.192377.4853.718.712321.75230416.730.211350.793728.2743.71512175.89182638.350.171070.694798.9633.711.312150.45137300.120.12804.905603.8623.77.612223.7592900.500.08544.626148.4813.93.913371.8752150.290.05305.726454.20横向框架各质点水平地震作用及楼层地震剪力沿房屋高度的分布见以下图：图3-4横向框架各层水平地震作用及地震剪力3.3.5横向框架多遇水平地震作用下的抗震变形验算水平地震作用下框架结构的层间位移〔△u〕i和顶点位移ui分别按以下公式计算：〔△u〕i=Vi/∑Dijui=∑〔△u〕k各层的层间弹性位移角θe=〔△u〕i/hi，根据《抗震标准》，不考虑砖填充墙抗侧力作用的框架，层间弹性位移角限值[θe]<1/450，计算过程如下表：表3-9横向变形验算层次层面剪力〔KN〕层间刚度层间位移〔m〕层高〔m〕层间弹性转角71548.87233778.040.0066253874.20.0015774762377.48578719.140.0041081764.50.0009129353728.27954712.420.0039051243.70.0010554444798.96954712.420.0050266033.70.0013585435603.86954712.420.0058696843.70.001586426148.48939911.340.0065415533.70.0017679916454.21013527.430.0063680573.90.00163284注：层间弹性相对转角均满足要求：θe<[θe]<1/4503.3.6纵向框架柱的线刚度及侧移刚度D值表3-10纵梁线刚度类别截面b×h〔〕跨度l〔m〕惯性矩边框架梁中框架梁〔〕〔〕〔〕〔〕纵梁10.3×0.54.20.00310.00465348750.006246500纵梁20.3×0.53.90.00310.0046537557.69230.006250076.92308纵梁30.3×0.53.60.00310.0046540687.50.006254250纵梁40.3×0.58.40.00310.0046517437.50.006223250纵梁50.3×0.57.80.00310.0046518778.84620.006225038.46154纵梁60.3×0.57.20.00310.0046520343.750.006227125柱的线刚度见表3-5所示，纵向框架柱侧移刚度D值见表3-10所示：表3-11纵向框架柱侧移刚度D值的计算位置根数汇总1层边框边柱Z1Z640.5181428570.40432291410735.32239221470.64479边框边柱Z17Z481.1160.51861360713769.8955227539.79101边框中柱Z2Z631.6341428570.58724792615592.22988231184.45975边框中柱Z13Z14Z15Z16Z49Z50Z51Z522.2320.64555765617140.432388137123.459边框中柱Z12Z531.6740.5917256415711.11924231422.23849边框中柱Z3Z622.3250.65317919117342.79447234685.58895边框中柱Z4Z612.2452857140.64666689117169.88407234339.76815边框中柱Z5Z601.5942857140.58267090615470.70378230941.40755边框中柱Z6Z59Z11Z540.5580.41360437810981.75789443927.03154边框中柱Z7Z58Z10Z551.2090.53256466214140.31495456561.2598边框中柱Z8Z9Z57Z561.81350.60666054816107.66134464430.64537中框边柱Z18Z471.4880.56995412815133.05606230266.11212中框边柱Z32Z330.6908571430.44255680611750.48416223500.96831中框中柱Z19Z20Z21Z22Z46Z45Z44Z432.9760.69855305518547.532188148380.2574中框中柱Z23Z422.2320.64555765617140.43238234280.86475中框中柱Z24Z41Z38Z273.10.70588235318742.135474968.53999中框中柱Z26Z39Z25Z402.4180.66047985517536.63703470146.54811中框中柱Z28Z372.8697142860.69197371518372.84178236745.68355中框中柱Z29Z362.9937142860.69962238218575.92428237151.84856中框中柱Z30Z353.10.70588235318742.135237484.26999中框中柱Z31Z342.1788571430.64105018517020.75289234041.50578∑D1040592.8932~5层边框边柱Z1Z640.4915714290.1972937336134.634271212269.26854边框边柱Z17Z481.0587692310.34614223910762.91684221525.83368边框中柱Z2Z631.5503406590.43667377513577.89659227155.79319边框中柱Z13Z14Z15Z16Z49Z50Z51Z522.1175384620.51427290415990.757188127926.0575边框中柱Z12Z531.5881538460.44261029913762.48634227524.97268边框中柱Z3Z622.2057692310.52446273416307.59889232615.19778边框中柱Z4Z612.1301428570.51575524916036.84909232073.69818边框中柱Z5Z602.0419120880.50518468615708.16891231416.33783边框中柱Z6Z59Z11Z540.5293846150.2092938396507.764511426031.05804边框中柱Z7Z58Z10Z551.1470.36447410211332.92621445331.70483边框中柱Z8Z9Z57Z561.72050.46243784414379.00233457516.00931中框边柱Z18Z471.4116923080.41378066412866.06016225732.12033中框边柱Z32Z330.6554285710.2468259097674.783467215349.56693中框中柱Z19Z20Z21Z22Z46Z45Z44Z432.8233846150.58535340618200.928188145607.4255中框中柱Z23Z422.1175384620.51427290415990.75718231981.51437中框中柱Z24Z41Z38Z270.7058461540.2608596778111.148231432444.59293中框中柱Z26Z39Z25Z402.2940.53423381516611.42002466445.68006中框中柱Z28Z372.0167032970.5020792315611.60813231223.21626中框中柱Z29Z362.8401904760.58679312118245.69454236491.38909中框中柱Z30Z352.9410256410.59522573918507.89765237015.7953中框中柱Z31Z342.0671208790.50825164515803.5327231607.06539∑D895284.29766层边框边柱Z1Z640.5978571430.2301347263977.63724727955.274494边框边柱Z17Z481.2876923080.3916705666769.614725213539.22945边框中柱Z2Z631.8855494510.4852722828387.422166216774.84433边框中柱Z13Z14Z15Z16Z49Z50Z51Z522.5753846150.5628782789728.760368877830.08294边框中柱Z12Z531.9315384620.4912932898491.488945216982.97789边框中柱Z3Z622.6826923080.5728952779901.89368219803.78736边框中柱Z4Z612.5907142860.5643379499753.989247219507.97849边框中柱Z5Z601.839560440.4791070418280.862431216561.72486边框中柱Z6Z59Z11Z540.6438461540.2435263314209.097081416836.38832边框中柱Z7Z58Z10Z551.3950.410898387101.947308428407.78923边框中柱Z8Z9Z57Z562.09250.5113011618837.304011435349.21605中框边柱Z18Z471.7169230770.461920537983.811626215967.62325中框边柱Z32Z330.7971428570.2849846784925.66110529851.322211中框中柱Z19Z20Z21Z22Z46Z45Z44Z433.4338461540.6319365810922.36064887378.88511中框中柱Z23Z422.5753846150.5628782789728.760368219457.52074中框中柱Z24Z41Z38Z270.8584615380.3003229285190.766655420763.06662中框中柱Z26Z39Z25Z402.790.58246346610067.26977440269.0791中框中柱Z28Z372.4527472530.5508390929520.675661219041.35132中框中柱Z29Z363.4542857140.63331587210946.20026221892.40052中框中柱Z30Z353.5769230770.6413793111085.56833222171.13665中框中柱Z31Z342.5140659340.5569404559626.131317219252.26263∑D545593.94167层边框边柱Z7Z10Z55Z581.3020.3943064818382.365666433529.46266边框中柱Z8Z9Z57Z561.9530.49405514810502.87304442011.49218中框边柱Z24Z41Z27Z381.7360.4646680949878.148261439512.59305中框中柱Z25Z26Z39Z402.6040.56559513512023.70609448094.82438∑D163148.37233.3.7纵向框架自震周期纵向自振周期的计算采用结构顶点的假想位移法，结构顶点的假想侧移计算过程见下表3-11所示：表3-12纵向框架顶点位移计算层次73214.183214.18163148.370.0197009630.34613684.5416898.72545593.940.0309730710.32512321.7529220.47895284.300.0326382020.29412175.8941396.36895284.300.0462382290.26312150.4553546.81895284.300.0598098430.21212223.7565770.56895284.300.0734633270.15113371.8779142.431040592.890.0760551350.08因此：T1=1.7ψT〔uT〕1/2=1.7×0.6×(0.28)1/2=0.539(s)3.3.8纵向地震作用计算本结构高度不超过40m，质量和刚度沿高度分布比拟均匀，变形以剪切型为主，故可用底部剪力法计算水平地震作用，即：1、结构等效总重力荷载代表值GeqGeq=0.85∑Gi=0.85×〔12294.5+13405.0×2+13652.4+15656.6〕=69598.68〔KN〕2、计算水平地震影响系数а1查表得二类场地中震特征周期值Tg=0.45s，设防烈度为7度的аmax=0.12，地震加速度设计值0.15gа1=〔Tg/T1〕0.9аmax=〔0.45/0.539〕0.9×0.12=0.1023、结构总的水平地震作用标准值FEkFEk=а1Geq=0.102×69598.68=7099.76〔KN〕因1.4Tg=1.4×0.45=0.63s>T1=0.539s，所以不考虑顶部附加水平地震作用。各质点横向水平地震作用按下式计算：Fi=GiHiFEk/〔∑GkHk〕地震作用下各楼层水平地震层间剪力Vi为：Vi=∑Fk〔i=1，2，…n〕计算过程如下表3-12所示：层次74.227.43214.1888068.5320.07999279502.06595941506.19787864.523.213684.54317481.3280.288368811809.9151192311.98107853.718.712321.75230416.7250.209287891313.5724133625.55349143.71512175.89182638.350.165890711041.194814666.74830133.711.312150.45137300.11890.12470992782.72811375449.47641523.77.612223.7592900.50.08438168529.61230995979.08872513.93.913371.8752150.2930.0473682297.30127546276.39表3-13各层纵向地震作用及楼层地震剪力3.3.9纵向框架多遇水平地震作用下的抗震变形验算水平地震作用下框架结构的层间位移〔△u〕i和顶点位移ui分别按以下公式计算：〔△u〕i=Vi/∑Dijui=∑〔△u〕k各层的层间弹性位移角θe=〔△u〕i/hi，根据《抗震标准》，不考虑砖填充墙抗侧力作用的框架，层间弹性位移角限值[θe]<1/450。计算过程如下表3-13所示：表3-14纵向变形验算层次层间剪力〔KN〕层间刚度层间位移〔m〕层高〔m〕层间弹性转角71506.197163148.370.0092320694.20.0021981162311.981545593.940.0042375494.50.0009416853625.553895284.300.0040496113.70.0010944944666.748895284.300.0052125883.70.0014088135449.476895284.300.0060868673.70.001645125979.089895284.300.0066784253.70.0018049816726.391040592.890.0064639983.90.00165744注：层间弹性相对转角均满足要求：θe<[θe]<1/4503.4水平地震作用下横向框架的内力分析3.4.1框架柱端剪力及弯矩计算框架柱端剪力及弯矩分别按以下公式计算：Vij=DijVi/∑DijMlc=Vij×yhMuc=Vij〔1-y〕hy=yn+y1+y2+y3注：yn框架柱的标准反弯点高度比。y1为上下层梁线刚度变化时反弯点高度比的修正值。y2、y3为上下层层高变化时反弯点高度比的修正值。y框架柱的反弯点高度比。各层梁线刚度相同，故修正值y1均为0。底层柱需考虑修正值y2，第二层柱需考虑修正值y3，其它柱均无修正。下面以采用②轴横向框架为例计算，边框架和纵向框架的计算方法步骤与横向中框架完全相同，框架柱剪力和弯矩计算，采用D值法。表3-15地震力作用下框架各层柱端剪力及弯矩计算〔边柱〕层次hi〔m〕Vi〔KN〕∑Dij〔N/mm〕边柱Di1〔N/mm〕Vi1〔KN〕ky〔m〕Muc〔KN·m〕Mlc〔KN·m〕64.52377.48578719.14587524.142377.480.554.3054.3053.73728.27954712.42925036.123728.270.566.8366.8343.74798.96954712.42925046.504798.960.586.0286.0233.75603.86954712.42925054.295603.860.5100.44100.4423.76148.48939911.34925060.516148.480.5111.94111.9413.96454.21013527.431278381.406454.200.55142.86174.61表3-16地震力作用下框架各层柱端剪力及弯矩计算〔中柱〕层次hi〔m〕Vi〔KN〕∑Dij〔N/mm〕中柱Di1〔N/mm〕Vi1〔KN〕ky〔m〕Muc〔KN·m〕Mlc〔KN·m〕64.52377.48578719.141134446.603.31080.5104.86104.8653.73728.27954712.421899774.193.1410.5137.24137.2443.74798.96954712.421899795.493.1410.5176.66176.6633.75603.86954712.4218997111.513.1410.5206.29206.2923.76148.48939911.3418997124.273.1410.5229.90229.9013.96454.21013527.4319052121.323.820.55212.92260.243.4.2梁端弯矩、剪力及柱轴力计算梁端弯矩、剪力及柱轴力分别按以下公式计算：Mlb=〔Muc+Mlc〕K1/〔K1+K2〕Mrb=〔Muc+Mlc〕K2/〔K1+K2〕Vb=〔Mlb+Mrb〕/l边柱轴力为各层梁端剪力按层叠加，中柱轴力为柱两侧梁端剪力之差，亦按层叠加Ni=∑〔Vlb-Vrb〕k具体计算过程见下表：图3-6节点受力示意图图3-6节点受力示意图表3-17梁端弯矩、剪力及柱轴力的计算框架弯矩图见图3-8，框架梁剪力图和柱轴力图如图3-9所示：图3-7地震力作用下框架弯矩图3.5竖向荷载作用下横向框架的内力分析3.5.1计算单元的选择确定此处用④轴线横向中框架为例来进行计算：计算单元宽度为7.5m，对于AB跨，板的长宽比a1=7.8/3.9=2，对于BC跨a2=3.9/2.4=1.65,a2<a1≤2,按双向板设计，双向布筋承当弯矩。由于每个房间内主要布置主梁〔b×h=300mm×500mm〕，故直接传给该框架的楼面荷载如图中的水平阴影所示。计算单元范围内的其余楼面荷载那么通过次梁和纵向框架梁以集中力P的形式传给横向框架，作用于各节点上，由于纵向框架梁的中心线与柱的中心线不重合，所以在框架节点上还作用有集中力矩M。240065006500240065006500图3-10计算单元的选择3.5.2荷载计算1.荷载作用下柱的内力计算：荷载作用下各层框架梁上的荷载分布如以下图所示：6500650065006500各层梁上作用的荷载对于第6层：q1代表横梁自重〔含抹灰〕，为均布荷载形式。q1=0.3×0.5×25×1.05=3.938KN/mq2为屋面板传给横梁的均布荷载。q2=3.9×0.12×25=11.7KN/mP1、P2分别由边纵梁、中纵梁直接传给柱的恒载，它包括主梁自重、楼板重等重力荷载，计算如下：集中荷载：纵梁自重〔包括抹灰〕：0.3×0.5×〔3.9-0.4〕×25×1.05=13.78kN女儿墙自重〔包括抹灰〕：0.9×6.6×4.28=25.42KNAB板传到梁上的：3.9×2×6.5×4.05=160.17P1=199.37KN纵梁自重〔包括抹灰〕：0.3×0.5×〔7.5-0.70〕×25×1.05=13.75kNAB跨板传给梁：6.6/2×8.1×4.05=108.25KNBC跨板传给梁：2.1×6.6×4.05=56.13KNP2=154.35KN集中力矩M1=P1e1=199.37×〔0.5-0.3〕/2=19.94KN·mM2=P2e2=154.35×〔0.5-0.3〕/2=15.44KN·m对于1-4层：计算方法与顶层的相同，将计算结果汇总如表3-17；表3-19横向框架恒载汇总表层次q1〔KN/m〕q1‘〔KN/m〕q2〔KN/m〕q2，〔KN/m〕P1〔KN〕P2〔KN〕M1〔KN·m〕M2〔KN·m〕63.9383.93811.70199.37154.3519.9415.441-53.9383.9387.20189.53168.2918.9516.82活载的计算类似于恒载，屋面活载按上人屋面活荷载计算，取2.0KN/m2，不再计算雪荷载，计算结果汇总如表3-18。表3-20横向框架活载汇总表层次q2〔KN/m〕q2，〔KN/m〕P1〔KN〕P2〔KN〕M1〔KN·m〕M2〔KN·m〕66.03353.2252.055.35.211-59.584.538.0247.383.84.132.荷载作用下梁的内力计算：荷载作用下各层框架梁上的荷载分布如以下图所示：15.14恒载活载15.14图3-11框架竖向荷载示意图3.5.3用力距二次分配法计算框架弯距用弯矩分配法计算框架弯矩：由于结构对称，在竖向荷载作用下的框架侧移可略去不计，其内力分析采用二次力矩矩分配法。先求固端弯矩，将框架梁视为两端固定梁计算固端弯矩，计算结果见下表：AB跨BC跨简图固端弯矩M0＝MJ〔KN/m〕简图固端弯矩MJ=MK〔KN/m〕15.64KN/m1/12×15.64×6.152＝49.303.938KN/m1/12×3.938×2.52＝1.5211.14KN/m35.11注：BC跨上仅有自重均布荷载，无其它荷载6.03KN/m19.019.58KN/m30.19表3－21梁固端弯矩计算1、分配系数计算：考虑框架对称性，梁端、柱端弯矩采用弯矩二次分配法计算，由于结构和荷载均对称，故计算时可用半框架。取半框架计算，半框架的梁柱线刚度如以下图3-12所示。切断的横梁线刚度为原来的一倍，分配系数按与节点连接的各杆的转动刚度比值计算。图3-12半框架梁柱线刚度示意图2、传递系数：远端固定：传递系数为1/2远端滑支：传递系数为-13、弯距分配：恒载作用下，框架弯距分配计算见3-13图，框架的弯距图见图3-14活载作用下，框架的弯距分配计算图3-15，框架的弯距图见图3-16所示：在竖向荷载作用下，考虑框架梁端的塑性内力重分布，取弯距调幅系数为0.8，调幅后，恒载及活载弯距图见图3-15及图3-16中括号内数值所示：表3-22恒荷载弯矩计算恒荷载弯矩计算上柱下柱左梁上柱下柱右梁6分配系数00.490.300.290.41弯矩069.240-16.96一次分配033.93-15.680-15.16-21.43传递08.3817.660-3.780二次分配0-0.22-4.160-4.03-5.6总弯矩042.0967.060-22.97-43.995分配系数0.310.370.220.220.260.3弯矩54.06-18.83一次分配16.7620-7.75-8.81-8.81-10.57传递16.968.388.65-7.58-3.780二次分配-6.65-7.940.60.60.71.81总弯矩27.0720.4455.56-15.79-11.89-27.594分配系数0.350.350.210.250.250.29弯矩54.06-18.83一次分配16.7620-7.75-8.81-8.81-10.57传递108.388.66-4.58-3.780二次分配-5.08-5.08-0.07-0.08-0.08-0.07总弯矩21.6823.354.9-13.47-12.67-29.473分配系数0.350.350.210.250.250.29弯矩54.06-18.83一次分配16.7620-7.75-8.81-8.81-10.57传递108.388.66-4.58-3.780二次分配-5.08-5.08-0.07-0.08-0.08-0.07总弯矩21.6823.354.9-13.47-12.67-29.472分配系数0.350.350.210.250.250.29弯矩54.06-18.83一次分配16.7620-7.75-8.81-8.81-10.57传递109.738.66-4.58-4.40二次分配-5.55-5.55-1.78-2.12-2.12-2.45总弯矩21.2124.1853.19-8.81-15.33-31.851分配系数0.360.30.220.250.240.29弯矩54.06-18.83一次分配19.4616.22-7.75-8.81-8.46-10.22传递1009.19-4.5800二次分配-2.2-1.84-1.01-1.15-1.1-1.34总弯矩27.2614.3854.49-14.54-9.56-30.39表3-23活荷载弯矩计算层数上柱下柱右梁左梁上柱下柱右梁6分配系数0.490.510.300.000.290.41弯矩-26.6826.681.82一次分配0.0013.0713.61-8.550.00-8.27-11.69传递11.27-4.286.80-3.11二次分配0.00-3.43-3.57-1.110.00-1.07-1.51总弯矩0.0020.92-20.9223.830.00-12.45-11.385分配系数0.310.370.320.220.220.260.30弯矩-26.6326.632.24一次分配22.5426.9023.26-6.40-6.23-7.57-8.68传递6.544.68-3.2011.63-4.13-3.06二次分配-2.47-3.01-2.54-0.98-0.98-1.16-1.34总弯矩26.6028.57-55.1830.88-11.34-11.79-7.773-4分配系数0.350.350.300.210.250.250.29弯矩-26.6326.632.24一次分配9.369.367.91-6.11-7.23-7.23-8.29传递13.454.68-3.063.95-3.78-3.62二次分配-5.30-5.30-4.480.730.860.860.99总弯矩17.518.74-26.2525.20-10.15-9.99-5.062分配系数0.350.350.300.210.250.250.29弯矩-26.6326.632.24一次分配9.369.367.91-6.11-7.23-7.23-8.29传递4.684.76-3.063.95-3.62-3.66二次分配-2.25-2.25-1.900.700.830.830.95总弯矩11.7911.88-23.6725.18-10.02-10.06-5.101分配系数0.360.350.300.210.250.240.29弯矩-26.6326.632.24一次分配9.539.238.05-6.19-7.33-6.95-8.40传递4.680.00-3.104.03-3.620.00二次分配-0.57-0.55-0.48-0.09-0.10-0.10-0.12总弯矩13.648.68-22.3324.38-11.05-7.05-6.28图3-14活荷载作用下框架弯矩图〔KN.m〕图3-13恒荷载作用下框架弯矩图〔KN.m〕3.54梁端剪力及柱轴力的计算1、恒载作用下：梁端剪力及柱轴力计算梁端剪力V=Vq＋Vm式中：Vq——梁上均布荷载引起的剪力，Vq＝ql/2Vm——梁端弯矩引起的剪力，Vm＝(M左-M右)/2柱轴力N=V+P式中：V——梁端剪力；P——节点集中力及柱自重。例：第5层荷载引起的剪力：VqA=VqB=15.64×6.15/2=48.09KNVqB=VQC=3.93×2.15/2=4.12KN本方案中，弯矩引起的剪力:VmA=VmB=(67.06-41.99)×0.8/6.15=3.26KN，其中0.8为调幅系数。A柱：N顶=P+VqA=59.42-4.5+216.67=273.68KN柱重：0.60×0.60×3.6×25=32.4KNN底=N顶+32.4=306.0KNB柱：N顶=247.38+59.42+3.58=310.38KN表3-24恒载作用下梁端剪力及柱轴力〔KN〕恒载作用下梁端剪力及柱轴力层次弯矩引起的

剪力荷载引起的剪力DC跨CB跨B柱Vma=VmbVqa=VqbVqb=VqcNbNtNb6-3.2648.094.12266.7206.56229.065-1.0434.264.12507.98413.18454.184-1.2934.264.12748.98619.8679.33-1.2934.264.12989.98826.42904.422-1.0134.264.121231.261033.041129.541-1.6734.264.121471.881239.661354.66活载作用下：计算方法与恒载类似，结果如下表表3-25活载作用下梁端剪力及柱轴力〔KN〕活载作用下梁端剪力及柱轴力层次弯矩引起的

剪力荷载引起的剪力DC跨CB跨B柱Vqa=VqbVqb=VqcNbNtNb6-0.3718.543.2371.4973.8273.825-0.2629.464.84138.71155.5155.54-0.2529.464.84205.94237.18237.183-0.2329.464.84273.19318.86318.862-0.2529.464.84340.42400.54400.541-0.1229.464.84407.78482.22482.223.6内力组合3.6.1框架梁内力组合1、结构抗震等级：根据《抗震标准》，本方案为三级抗震等级。2、框架梁内力组合：本方案考虑了三种内力组合，即1.2SGk+1.4SQk、1.35SGk+1.0SQk及1.2〔SGk+0.5SQk〕+1.3SEk。考虑到钢筋混凝土结构具有塑性内力重分布的性质，在竖向荷载下适当降低梁端弯矩，进行调幅〔调幅系数取0.8〕后进行组合，以减少负弯矩钢筋的拥挤现象。在恒载和活载作用下，跨间可近似取跨中的M代替，式中：、为梁端左右端弯矩见图3-15，图3-16中所示跨中M假设小于，那么应取在竖向荷载与地震力组合时，跨间最大弯矩采用数解法来进行计算如图3-18所示：图3-15框架梁内力组合图图中：、表示重力荷载作用下梁端弯矩、表示水平地震作用下梁端弯矩表竖向荷载与地震荷载共同作用下梁端反力对图中作用点取弯矩可见：那么任意截面x处的弯矩为：由时，可求得跨间的位置为：将代入任意截面处弯矩表达式，可得跨间最大弯矩为：当右震时，公式中反号即可以。其中，及的具体数值可参见表3-23所示，表中的和均有两组数值，而梁的内力组合情况见表3-24所示。在表中恒载和活载的组合，梁端挽矩取调幅后的数值，即图3-15和图3-16中括号中的数值，剪力取调幅前后较大值，如图3-18所示图中，分别表调幅前后的弯矩，剪力值应取和，见表所示：图3-16调整前后剪力值变化表3-26X值及跨间最大弯矩MGE计算组合1.2〔恒＋0.5活〕1.3地震qKN/mMGA〔KN·m〕MGB〔KN·m〕MEA〔KN·m〕MEB〔KN·m〕AB跨541.7464.3771.1552.9527.02445.8047.12131.38103.7925.70342.7345.47172.32154.95243.4645.93216.85180.32142.7445.