土木工程毕业设计（论文）-鸿运购物广场设计

PAGEPAGEI.摘要本设计名为XXX购物商场，拟建于XX省XX市，建筑面积为12441.6平方米。建筑主体为4层，总高度18.60米，首层高5.1米本设计的内容包括建筑设计和结构设计两部分。建筑设计部分包括：平面图设计、立面图设计、剖面图设计。平面设计中考虑了高层建筑对防火及抗震的要求；立面设计中考虑了商业建筑的特点。建筑设计合理，满足建筑功能要求。结构设计阶段进行了结构平面布置、估算截面尺寸、荷载计算、风荷载和地震作用下的侧移验算、竖向荷载作用下的内力计算、内力组合及构件设计等工作，并完成了结构设计说明及有关图纸的绘制。在计算方法上，对于水平地震作用采用底部剪力法；对于竖向荷载采用弯矩二次分配法；内力组合参照规范和混凝土课本设计与计算。关键词：中型商场；建筑；框架结构；桩基础AbstractThisdesignnamedHongYunshoppingsquare，planstoconstructatHeilongjiangProvinceSuihua，thefloorspaceis12441.6squaremeters．Theconstructionmainbodyis4，thegrossaltitudeare18.60meters，Thefirstbuildingstoreheight5.1meters，otherbuildingstoreheight4.5meters，Themainbodyhasusedtherectangleportalframeconstruction．Thisdesigncontentincludingarchitecturaldesignandstructuraldesigntwoparts．Thefollowingworkisdoneinthearchitecturaldesign:theplanedesign,theelevationdesignandthesectiondesign.Duringtheplanedesign,consideringthedemandsofearthquakeresistanceandfireresistance;intheelevationdesign,consideringtheofficebuildingcharacteristic.Thearchitecturedesignisreasonableandsatisfiestheconstruction’sfunctionrequest.Thestructuraldesignstagehascarriedonthestructureplanearrangement，theestimatesectionsize，theloadcomputation，thewindloadandundertheearthquakefunctionsidemovesworkandsoonundercheckingcalculation，verticalloadfunctionendogenicforcecomputation，endogenicforcecombinationandcomponentdesign，andhascompletedthestructuraldesignexplanationandtherelatedblueprintplan．Inthecomputationalmethod，usesthebaseshearingforcelawregardingthehorizontalearthquakefunction，Usesthebendingmomenttwomethodsofdistributionregardingtheverticalload，Endogenicforcecombinationreferencestandardandconcretetextbookdesignandcomputation．Keywords：Medium-sizedmarket;Building;Framestructure;Stakefoundation前言在大学的四年里,我学习了材料力学、结构力学、岩土力学、混凝土及砌体结构、钢结构、房屋建筑学、桥梁结构、路基路面结构、土木工程施工等课程。通过这些课程的学习，使我具备工程力学、建筑设计及施工的基本理论和基本知识。这些积累的知识最终要运用到实践中去。毕业设计是土木工程专业学生毕业前的最后学习和综合训练的阶段，是知识深化、拓宽的重要过程，是学生学习、研究和实践的全面总结，也是对学生综合素质与工程实践能力的全面检验，是实现本科培养目标的重要阶段。这次毕业设计给我一个将所学知识融汇贯通的机会。本着科学的原则,在做这个毕业设计之前我翻阅了大量的资料,为这个毕业设计做了一定的准备。本毕业设计的题目为鸿运购物广场设计,这类建筑应符合城市规划和环境保护的要求，并应合理地组织交通路线，方便群众和体现对残疾人员的关怀，并应符合适用、安全、卫生等基本要求。由于框架结构的建筑平面布置灵活，可以用隔墙分隔空间，以适应不同使用功能的要求。同时本建筑根据标准货架宽、柜台宽、店员通道宽、购物顾客宽度、顾客股数等考虑结构的经济性采用框架结构体系。由于本建筑楼板的平面形状比较接近单向板受力，所以设计成单向承重的结构体系。竖向荷载同时传给纵横梁，纵横梁与柱均设计成刚性连接，构成双向框架结构体系。我把自己的汗水凝结在这份毕业设计中,通过自身努力和老师同学的帮助下,我把它献给我的母校,也献给我自己PAGE大庆石油学院本科生毕业设计（论文）PAGEPAGE22第一章建筑设计本设计商场地点位于黑龙江省绥化市，本地区地面平坦。考虑基地形状与周围环境城市规划的要求，拟建商场设计为四层，总建筑面积12441.6，其中营业面积为7464.96，占总建筑面积的60%，大于规范规定的45%；仓储面积414.72，占总面积的3.33%，小于规范规定的30%；辅助部分面积2073.6，占总建筑面积的16.67%，小于规范规定的25%。其设计既符合《商店建筑设计规范》JGJ62-90的规定,也符合设计任务书的要求。根据商场使用类别和建筑面积划分，本商场属于中型商场。为了顾客购物和货物运输的便利，营业部分设置自动扶梯，仓储部分设置两部货梯。1.1平面设计功能分析：商场建筑按使用功能分为营业，仓储，辅助三个部分，其中以营业部分为主，要处理好货流，顾客和职工流之间的关系。根据设计任务书中建筑总面积及各房间使用面积的要求，初步确定每层的房间的面积，形状，尺寸等，并确定与其他部分的关系。根据功能分析，流线分析进行平面组合设计。首先确定组合方式。从商场建筑的使用功能及任务书所给的条件看，采用以营业厅为中心，周边布置辅助房间的大厅式组合较为合理。(1)根据功能要求和划分的房间(2)初步确定柱网尺寸。及总平面中确定的平面形状，进行组合设计，从而得出一个初步的平面形状。根据标准货架宽，柜台宽，店员通道宽，购物顾客宽度，顾客股数等考虑结构的经济性，初步确定柱网尺寸为7200mm×7200mm。(3)在此基础上，根据周围环境，道路分布及走向，商店内流线分析，顾客流量等因素初步确定入口及楼梯的位置，数量及形状。(4)初步确定门窗的形状，尺寸和位置。1.2剖面设计根据任务书要求确定层数及各部分标高。层数：4层；首层：5.1m；标准层4.5m；室内外高差450mm。考虑到商店营业厅通常沿墙布置货架，剖面上对窗的尺寸没有过多的限制，因此营业厅窗台高度和窗的尺寸由立面设计确定。仓储部分与营业部分的隔墙不设窗，其余窗台高度设为900mm。确定空间形状。根据商店建筑的使用功能要求，其剖面形状应采用矩形。确定竖向组合方式。由于该商场功能分区明确，各层房间数量和面积基本一致，因此采用上下空间一致的竖向组合方式即可。1.3立面设计根据平面，剖面设计，绘出初步的建筑体型，并在此基础上调整，修改。根据平，剖面设计绘出初步的建筑立面，在此基础上进行立面设计，即根据建筑构图规划，恰当的确定门，窗，柱，雨蓬，檐口，勒脚及必要的花饰等部分的比例，尺度，位置。重点处理：重点对建筑物出入口，楼梯转角，檐口等部位进行设计。为增加商场的观赏性，在二侧设置玻璃幕墙。1.4防火设计与疏散1.4.1.防火设计商场的防火设计不仅要符合《建筑设计防火规范》，还应符合《商店建筑设计规范》第四章的内容。本商场按照建筑耐火等级二级设计。防火间距最大允许长度150米，每层最大允许建筑面积2500，当建筑内设置自动灭火系统时，每层允许建筑面积按上述增加一倍。防火分区采用防火卷帘。本商场划分为二个防火分区，其最大允许建筑面积符合规定。商场中厅设自动扶梯。屋盖采用非燃烧体。1.4.2.安全疏散商场营业部分疏散人数的计算，可按每层营业面积和顾客服务面积乘以换算系数来确定。底层外门，楼梯，走道的各自宽度符合防火规范的规定。商场营业厅每个防火分区至少有两个安全出口，且营业厅任一点至最近安全出口直线距离不超过25米。商场营业厅的出入门，安全门净宽度不小于1.4米，并不设门槛。楼梯梯段宽度也大于1.4m，踏步宽300mm，踏步高150mm本商场设置四部楼梯，楼梯布置均匀，空间导向性强，并使营业厅内任一点至最近楼梯的直线距离小于25m。1.5构造设计本商场采用现浇整体式框架结构，总长72m，设伸缩缝。1.6局部设计1.6.1.屋顶本建筑的屋面采用平屋顶，排水方式为外排水，坡度为2%，采用SBS防水卷材。1.6.2.门窗门窗均采用塑钢门窗，具体尺寸见门窗表。按生活习惯，窗离地0.9m,窗高3.3m。1.6.3.楼梯本建筑设有楼梯四个，自动扶梯一部，货梯两部，客梯两部。扶梯，电梯均根据本商场的场地等各种条件和厂家预定。楼梯：初定为双跑楼梯，楼梯间宽为3.8m，楼梯段宽为1.8m，梯井宽为0.1米，满足防火疏散要求。1.6.4.卫生间每层设置一个卫生间。卫生间为套间室，设前室。卫生间设洗手盆，镜子等卫生器具的数量根据规范满足《企业设计卫生标准》中规定的卫生器具数量。第2章结构设计2.1方案确定2.1.1根据该建筑的使用功能及建筑设计的要求，进行了建筑平面立面及剖面设计。主体结构共4层，首层层高为m,上部各层层高均为m。柱网选用7.2×7.2m。2.1.22.1.2.1填充墙采用390㎜厚的陶粒空心砌块。门为玻璃门、塑钢门、防火门，门洞尺寸依次为1.8×3m,0.9×1.8m,1.8×2.1m,0.9×1.8m。窗为铝合金窗，洞口尺寸为1.5×1.5m,2.1×楼盖及屋盖均采用现浇钢筋混凝土结构，楼板厚度取100㎜。梁截面高度按梁跨度的1/12～1/8估算，由此休息的梁截面尺寸见表，表中还给出了各层梁，柱和板的混凝土强度等级：（=14.3Nm㎡,=1.43Nm㎡）表2-1梁截面尺寸（mm）及各层混凝土强度等级层次混凝土强度等级横梁（bh）纵梁（bh）次梁（bh）2～430070030070030070030060013007003007003007003006002.1.2.2梁的截面尺寸应满足承载力、刚度及延性要求。截面高度一般取梁跨度的1/12～1/8，为防止梁产生剪切脆性破坏，梁的净跨与截面高度之比不宜小于4。梁的截面高度可取1/3～1/2梁高，同时不小于1/2梁宽，且不应小于250㎜。框架梁：在设防烈度为7度，高度h55mm,高度比h/L=18.6/45=0.413,梁高取柱距的1/12～1/8即h=(1/12～1/8)×7500=625～937.5㎜故取h=700㎜。梁宽：b=(1/3～1/2)h=(1/3～1/2)750=250～375㎜取b=300㎜。2.1.2.3柱截面尺寸可根据柱的轴压比按下列公式计算：式中N——组合的轴压设计值；F——计算的柱的负载面积；——折算在单位面积上的重力荷载代表值，可根据实际荷载计算，也可近似取12～15KN/m；——考虑地震作用组合后柱轴压力增大系数，边柱取1.3，不等跨内柱取1.25，等跨内柱取1.2；n——验算截面以上楼层层数；——柱截面面积；——为混凝土轴心抗压强度设计值；——框架柱轴压比限值，对一级、二级、三级抗震等级分别取0.7、0.8、0.9。由此,=0.8，=15KN/m。边柱及中柱的负载面积分别为:㎡㎡。由式（2-1）（2-2）得第一层柱截面面积为：边柱：m㎡中柱：m㎡取柱截面为正方形，根据上述计算结果并综合考虑其它因素,本设计柱截面尺寸取值：1层750×750㎜2～4层750×750㎜按上述方法确定的柱截面高度不宜小于400mm，宽度不宜小于350mm，柱净高与截面长边尺寸之比大于4，满2.1.2采用桩基础,埋深取2.0m,基础高度取1m,框架结构计算简图如图所示，取顶层形心线为框架柱轴线，梁轴线取至板底,2～4层柱高即为层高取4.5m,底层柱高度从基础顶面取至一层2.2框架结构计算2.2.12.2.1屋面20厚细石混凝土保护层22×0.02=0.44kN/SBS卷材防水层0.4kN/20厚水泥砂浆找平层20×0.02=0.4kN/150厚水泥蛭石保温层5×0.15=0.75kN/一毡一油隔气层0.05KN/100厚水泥炉渣找坡层13×0.1=1.3kN/20厚水泥砂浆找平层20×0.02=0.4kN/钢筋混凝土结构层25×0.1=2.5kN/V轻型钢龙骨吊顶0.25kN/总计6.49kN/合计6.49KN/㎡1～3层楼面:瓷砖地面（水泥粗沙打底）0.55kN/100厚钢筋混凝土结构层25×0.1=2.5kN/V轻型龙骨吊顶0.25kN/总计3.30kN/合计3.55KN/㎡2.2.1上人屋面均布活荷载标准值2.0KN/㎡楼面活荷载标准值3.5KN/㎡屋面雪荷载标准值KN/㎡式中为屋面雪分布系数取2.2.1.3梁柱墙窗梁，柱可根据截面尺寸材料容重及粉刷等计算出单位长度上重力荷载。对墙门窗等算出单位面积上重力荷载，具体计算过程从略，计算结果见表2-2。墙体为390㎜陶粒空心砌块,外墙面贴瓷砖(0.5KN/㎡),内墙为20㎜厚抹灰,则外墙单墙面重力荷载为：0.5＋15×0.39＋17×0.02=6.69KN/㎡；内墙为200㎜厚粘土空心砖,两侧均为20㎜厚抹灰,则内墙单位面积重力荷载为：KN/㎡表2-2梁柱重力荷载标准值层次构件b(m)H(m)r/(KN/㎡)Bg(KN/m)Li(m)n(KN)(KN)1主梁次梁柱0.30.30.70.70.60.72525251.051.051.15.9064.72513.4756.456.455.1124518044271554.35497.811479.12～4主梁次梁柱0.30.30.70.70.60.72525251.051.051.15.9064.72513.4756.456.454.512451804723.61554.3485111128.9注：=1\*GB3①表中为考虑梁、柱的粉刷层重力荷载而对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柱长度取层高2.2.1集中于各楼层标高处的重力荷载代表值可根据如下计算结果得出（见图2-1）女儿墙(0.34+7.5×0.19+0.5)×28×7.2×1.2=547.95kNG板3.3×7.2×7.2×100=10264.32KN底层G门+G窗=0.2×1.8×3.0×9+0.45(0.9×1.8×7+1.8×2.1×12)+0.4×1.5×1.5×11+1.2×2.1×3.90×13=174.54KN底层G墙=(7.2×12+10.5×3+3.9×2+4.386×7)×6.1×1.88+7.2×32×6.1×3.18=6205.68其它层G墙=(7.2×16+10.5×5+3.9×2+4.386×7)×4.5×1.88+7.2×32×4.5×3.18=4383.04其它层G门+G窗=0.45(0.9×1.8×5+1.8×2.1×15)+0.4×1.5×1.5×14+1.2×2.1×3.90×15=191.07主梁：35.56×68=2275.84kN次梁：30.48×78=2255.52kN柱：底层82.20×80=6576kN其它层60.64×80=4851.2kN=10264.32+2275.84+2255.52+547.95+3065.04+(29.16+161.91+4851.2+2157.69+3297.02)/2=31869.95kN==10264.32+29.16+161.91+2275.84+2255.52+4851.2+2157.69+3297.02+10886.4/2=30735.86kN=10264.32+(35.24+139.2+6576+4851.2+1736.38+2157.69+4469.3+3297.02+10886.4)/2+2275.84+2255.52=31869.95kN图2-1各质点重力代表值2.2.22.2.2框架侧移刚度横梁线刚度：（由于横向刚度比纵向大跟多，以横向为例）。梁长：L=7.2m,混凝土，截面b×h=300×700N/m㎡中框架:N㎜边框架:N㎜柱的线刚度:2～4层:层高4.5m,混凝土,截面b×h=700×700N/m㎡N/m㎡1层:层高5.1m,混凝土,截面b×h=700×700N㎜框架的抗侧移刚度:1)梁柱线刚度比梁线刚度最大值：N㎜柱线刚度最小值：N㎜则:,所以选用D值法进行计算。2)框架的抗侧移刚度见表2-3。表2-3框架柱侧移刚度D值层次边框架中框架(N㎜)(N㎜)2～4边柱0.8060.2871.8371.8840.4853.10414700401312300中柱04030.1681.0752.150.5183.3151边柱0.8310.2941.91.940.492.355395980450000中柱0.4150.1721.4592.220.5263.5（2-3）式中D——柱侧移刚度；——柱侧移刚度修正系数；——柱线刚度。柱的侧移刚度按式（2-3）计算,根据梁柱线刚度的不同,图中的柱子可分为中框架边柱和中柱,边柱架中柱和边柱。2～4层应用公式，1层应用公式。3）各层抗侧移刚度总计由于结构纵向抗侧移刚度远大于横向抗侧移刚度，故只计算横向抗侧移刚度。2～4层：1层：满足满足规范要求。表2-4各层层间侧移刚度(N·mm)层次12341762300186602018660201866020由表2-4得故该框架为规则框架。（1）横向自振周期计算按式折算到主体结构的顶层，结构顶点的假想侧移由式,,计算,计算过程见表2-5。表2-5结构顶点的假想侧移计算层次（KN）（KN）（KN/㎜）（㎜）（㎜）423657.1623657.16186602012.68153.84330735.8654393.02186602029.15141.16230735.8685128.88186602045.62112.01131869.95116998.83176230066.3966.39结构基本自震周期考虑填充墙影响折减系数，其中的量纲为,则结构的基本自震周期为：S（2）水平地震作用及楼层地震剪力计算结构高度不超过40m，质量和刚度沿高度分布比较均匀，变形以剪切型为主，故可用底部剪力法计算水平地震作用，结构总水平地震作用标准值按下式计算，即：KN由于该工程所在地区抗震设防烈度为7度，场地土为Ⅱ类，设计地震分组为第一组，规范查得:S，由于S,（地震影响系数）底部总剪力:，因S，所以不考虑顶部附加水平地震作用。各质点水平地震作用按式（2-4）计算，结果见表2-6。（2-4）（2-5）式中——每层剪力；——每层的重力荷载代表值；——各层总剪力。表2-6各质点横向水平地震作用及楼层地震剪力计算（KN）（m）（KN）（KN/m）（KN）（KN）419.623657.164636800.3213791379315.130735.86464111.50.3213792758210.630735.86325800.10.225969.613727.6116.131869.95194406.70.134577.54305.11其中KNm图2-2水平地震作用分布图2-3水平地震作用下层间剪力分布（3）水平地震作用下的位移验算根据规范查得钢筋混凝土框架弹性层间位移角限值为1/550。由此：楼层最大位移与楼层层高之比：满足位移要求。（4）水平地震作用下框架内力计算（2-6）式中——i层柱的侧移刚度。框架柱端剪力及弯矩分别按式（2-6）计算，其中取自表2-4取自表2-5，层间剪力取自表2-4，各柱反弯点高度比按式确定，其中由表查得，本例中底层柱需考虑修正值，第2层柱需考虑修正值和其余均无修正，具体计算过程见表2-7。表2-7各层柱端弯矩及剪力计算层次边柱中柱44500137918660203104022.941.8840.330.9772.263315024.502.150.444.166.1534500275818660203104045.881.8840.482.58123.8833150492.150.4599.23121.28245003722.6118660203104062.011.8840.5139.52139.523315066.222.150.5149149161004305.1117623002355051.531.9400.7245.65105.283500085.502.220.62323.36198.19注：上端：，下端：，单位为KNm，V单位为KN。梁端弯矩，剪力及柱轴力分别按列各式计算，具体过程见表2-8。（2-3）（2-4）（2-5）（2-6）（2-7）式中——梁左、右两端端弯矩。——柱上、下端端弯矩。——框架的刚度。表2-8梁端弯矩，剪力及柱轴力计算层次边梁中梁轴力边柱中柱472.2633.087.214.6333.0833.087.29.19-14.635.443154.8582.697.232.9982.6982.697.222.97-47.6215.462222.1124.127.265.33124.12124.127.234.48-112.9546.311244.8173.67.258.11173.6173.67.248.22-171.0656.2注：（1）柱轴力中的负号表示拉力，当为左地震作用时，左侧两根柱为拉缝，对应的右侧两柱为压力。（2）表中单位为KNm，单位为KN，单位为m。水平地震作用下框架的弯矩图，梁端剪力图及柱轴力图如图2-4所示。图2-4水平地震作用下框架弯矩图图2-5水平地震作用下梁端剪力及轴柱力2.2.2（1）风荷载标准值风荷载标准值按式计算，基本风压KN/㎡由〈〈荷载规范〉〉第7.3节查得（迎风面）和（背风面）B类地区，由于建筑高度H=18.6mm，且高宽比故不考虑风振系数，取。仍取平面图中轴线3横向框架其负载宽度为7.2m，由式得沿房屋高度的分布荷载标准值根据楼层标高处的高度由表查取代入上式可得各楼层标高处的见表2-9沿房屋高度的分布见图2-5。〈〈荷载规范〉〉规定，对于高度小于30m，且高宽比小于1.5的房屋结构不需要考虑脉动系数对结构的影响。表2-12沿房屋高度分布风荷载标准值层次m419.600.842.6601.663315.100.742.3441.465210.600.742.3441.46516.100.742.3441.465图2-6（a）风荷载眼沿房屋高度的分布（KN/m）图2-6（b）等效节点集中风荷（KN）框架结构分析时应按静力等效原理将图的分布风荷载转化为节点集中荷载，计算过程如下=(2.344+1.465)6.100.5+(2.344+1.465)6.101/3=19.285kN，其它计算方法相同。（2）风荷载作用下位移验算根据图2-6(B)所示的水平荷载由式计算层间剪力然后依据表2-4,求3轴线框架的层间侧移刚度,再按式,计算各层的相对侧移和绝对侧移.计算过程由表2-10可见风荷载作用下框架的最大层间位移为1/118605,远小于1/550,满足规范要求。表2-10风荷载作用下框架层间剪力及侧移计算层次123476.99357.70840.37419.0680.0440.0750.0970.10717623001866020186602018660200.0440.0310.0220.01mm6.14.54.54.51/1386361/1451611/2045451/450000表2-12梁端弯矩，剪力及柱轴力计算层次边梁中梁轴力边柱中柱40.9990.4587.20.200.4580.4587.20.13-0.200.0732.2421.9237.20.581.9231.9237.20.53-0.7780.11823.371.8797.20.731.8791.8797.20.52-1.5070.32716.2772.8277.21.2642.8272.8277.20.79-2.7710.801（3）风荷载作用下框架结构内力计算风荷载作用下框架结构内力计算过程与水平地震作用下的相同,此处从略,平面图中3轴线横向框架在风荷载作用下的柱端弯矩及剪力,梁端弯矩、剪力及柱轴力分别见表2-11和表2-12。2.2.32.2.3（1）计算单元取3轴线横向框架进行计算,计算单元宽度为7.8m,如图2-6所示,由于房间的布置有次梁,故直接传给该框架的楼面荷载，如图所示的水平阴影线所示,计算单元范围内其余楼面荷载,则通过次梁和纵向框架梁以集中力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,因此在框架节点上还作（2）荷载计算在图2-7中代表横梁自重,为均布荷载形式,对于第4层：KN/mKN/m分别由边纵梁直接传给柱的恒载,它包括梁自重,楼板重和女儿墙等重力荷载计算如下：图2-7各层梁上作用的恒载=6.897.2+1.987.21.2+4.3317.2+4.342.87.2=49.61+17.11+31.18+87.49=185.39kN=6.897.2+4.3317.22+4.342.87.22=49.61+62.36+174.99=286.96kN集中力矩KNm,集中力矩无偏心，则，取0。对于1~3层，为纵梁自重和其上横墙自重，为均部荷载，=6.89kN/m为楼板传递给横梁的荷载=3.32.8=9.24kN/m，分别为边纵梁，中纵梁直接传递给柱的荷载，=6.897.2+3.187.2(4.5-0.75)+4.3317.2+3.32.87.2=221.72kN=6.897.2+4.3317.22+3.32.87.22=245.03kN（3）活荷载活荷载作用下各层框架梁上的荷载分布如图2-8对于第4层：图2-8各层梁上作用的活荷载对于第4层=2.82=5.6kN/m=22.83.62=40.32kN=240.32=80.64kN对于1~3层=2.83.5=9.8kN/m=3.52.83.62=70.56kN=270.56=141.12kN（4）内力计算梁端柱端弯矩采用二次分配法计算，由于结构和荷载均对称，故计算时可用半框架，弯矩计算过程如图，所得弯矩图如图，梁端剪力可根据梁端竖向荷载引起的剪力相迭加而得。柱轴力可由梁端剪力和节点集中力迭加得到，计算柱底轴力还需考虑柱的自重，如表2-20所示（以3轴线框架为例）层次荷载引起的剪力弯矩引起的剪力跨跨跨跨跨跨跨跨=====-=-=-=-468.5468.5468.5468.54-5.410.5700358.0758.0758.0758.07-1.880.1900258.0758.0758.0758.07-2.280.1900158.0758.0758.0758.07-3.020.2300表2-18恒载作用下梁端总剪力表层次总剪力跨跨跨跨左右左右左右463.1373.9569.1167.9968.5468.5468.5468.54356.1959.9558.6457.8858.0758.0758.0758.07255.7960.3558.6457.8858.0758.0758.0758.07155.0561.0958.3057.8458.0758.0758.0758.07表2-19恒载作用下梁端剪力表表2-20恒载作用下柱轴力表层次柱轴力柱柱柱柱顶底顶底顶底顶底4290.85365.10500.71574.96493.98568.23494.73568.983711.03785.28988.401072.65989.411063.66990.351064.6021130.801205.051496.491570.741484.841559.091485.971560.2211549.841643.421995.362088.941980.232073.811981.592075.17表2-21活载作用下梁端剪力表层次荷载引起的剪力弯矩引起的剪力跨跨跨跨跨跨跨跨=====-=-=-=-420.16(3.53)20.16(3.53)20.16(3.53)20.16(3.53)-1.35(-0.27)0.17(0.21)0(0)0(0)335.2835.2835.2835.28-1.420.1200235.2835.2835.2835.28-1.380.1200135.2835.2835.2835.28-1.830.1400图2-9（a）恒荷载作用下横向框架弯矩的二次分配法（KN图2-10（a）恒荷载作用下的弯矩图（KNm）图2-11跨中最大弯矩示意图图2-12活载(雪载)作用下横向框架弯矩的二次分配图2-13活载作用下框架弯矩图表2-22活载作用下梁端总剪力表层次总剪力跨跨跨跨左右左右左右418.81(3.26)21.51(3.80)20.33(3.74)19.99(3.32)20.16(3.53)20.16(3.53)20.16(3.53)20.16(3.53)333.8636.7035.4035.1635.2835.2835.2835.28233.9036.6635.4035.1635.2835.2835.2835.28133.4537.1135.4235.1435.2835.2835.2835.28表2-23活载作用下柱轴力表层次柱轴力柱柱柱柱顶底顶底469.21(23.02)142.64(47.05)140.95(46.36)141.12(46.57)3191.27(145.08)391.14(295.55)387.79(293.20)388.08(293.53)2313.34(267.21)639.60(544.01)634.63(540.04)635.04(540.49)1435.05(388.86)888.53(792.94)881.45(786.86)882.00(787.45)2.3横向框架内力组合（1）结构抗震等级结构的抗震等级可根据结构类型，地震裂度，房屋高度等因素由表确定，由此可知本工程的框架为二级抗震等级。（设防烈度为7度，高度小于30m的框架大跨结构）（2）框架内力组合本例考虑了四种内力组合,即,,及,此外,对于本工程这种内力组合与考虑地震作用的组合相比一般比较小,对结构设计不起控制作用,故不予考虑,各层梁的内力组合结果见表2-24，2-25，2-26，2-27,表中两列中的梁端弯矩为经过调幅后的弯矩(调幅系数0.8)，柱的内力组合表见表，2-28，2-29，2-30，2-31，2-32，2-33。表2-244层框架梁内力组合截面内力雪1.2(0.5+1.31.35+1.2+1.4→←→←AM-48.66-15.943.5672.262.62-77.23-84.2019.49-121.42-88.01-80.71110.75V63.1318.810.2014.633.26102.29101.8979.5551.02111.56101.09M-100.90-29.662.6233.084.45-160.04-165.17-71.90-136.41-177.74-162.60V73.9521.510.139.193.80118.98118.7385.1962.27129.95118.85M-95.37-28.052.6233.084.12-151.15-156.28-66.20-130.71-168.02-153.71105.31V69.1120.330.139.193.74111.52111.2780.3162.39121.76111.39M-65.70-19.352.6233.083.95-103.36-108.50-35.58-100.09-115.79-105.93V67.9719.990.139.193.32109.68109.4279.1361.21119.75109.55M-65.70-19.352.6233.083.95-103.36-108.50-35.58-100.09-115.79-105.93104.68V68.5420.160.139.193.53110.60110.3479.7261.80120.75110.47M-65.70-19.352.6233.083.95-103.36-108.50-35.58-100.09-115.79-105.93V68.5420.160.139.193.53110.60110.3479.7261.80120.75110.47M-65.70-19.352.6233.083.95-103.36-108.50-35.28-100.09-115.79-105.93V68.5420.160.139.193.53110.60110.3479.7261.80120.75110.47跨间73.7573.02100.30110.8672.1173.4162.8062.83112.33112.6361.0062.8165.1165.11113.79113.7963.3265.10表2-253层框架梁内力组合截面内力雪1.2(0.5+1.31.35+1.2+1.4→←→←AM-46.08-30.643.59154.850-94.67-101.7195.72-206.24-105.10-98.19125.88V56.1933.860.5932.990115.40114.2697.9733.64123.26114.83M-82.25-49.973.1382.690-165.59-171.73-15.89177.13-181.0-168.66V59.9536.700.0727.550123.39123.2597.3343.61132.31123.32M-78.50-44.703.1382.690-157.91-164.0511.49-172.74-172.76-160.98120.40V58.6435.400.0727.550120.0119.8695.5741.84128.72119.93M-55.74-33.873.1382.690-111.24-117.3715.22-146.03-122.67-114.31V57.8835.160.0727.550118.75118.6194.7841.05127.36118.68M-55.74-33.873.1382.690-111.24-117.3715.22-146.03-122.67-114.31120.16V58.0835.280.0727.550118.75118.6194.7841.05127.36118.68M-55.74-33.873.1382.690-111.24-117.3715.22-146.03-122.67-114.31V58.0835.280.0727.550118.75118.6194.7841.05127.36118.68M-55.74-33.873.1382.690-111.24-117.3715.22-146.03-122.67-114.31V58.0835.280.0727.550118.75118.6194.7841.05127.36118.68跨间57.9857.55128.83111.2763.4457.7655.7155.72117.13117.4261.7455.7156.7056.70117.84117.8463.4456.69表2-262层框架梁内力组合截面内力雪1.2(0.5+1.31.35+1.2+1.4→←→←AM-50.87-32.482.66222.100-103.91-109.12156.15-276.95-114.15-106.5214.78V55.7933.900.7365.330115.12113.69129.161.77122.78114.41M-82.25-49.972.58124.120-166.13-171.1924.51-217.53-181.0-168.66V60.3536.660.5249.870124.25123.23119.4422.19132.80123.74M-78.50-47.702.58124.120-158.45-163.5128.90-213.13-172.76-160.98135.46V58.6435.400.5249.870120.44119.42117.3320.08128.72119.93M-55.74-33.872.58124.120-111.79-116.83-55.61183.46-122.67-114.31V57.8835.160.5249.870119.19118.17116.5419.29127.36118.68M-55.74-33.872.58124.120-111.79-116.83-55.61183.46-122.67-114.31135.59V58.0735.280.5249.870119.19118.17116.5419.29127.36118.68M-55.74-33.872.58124.120-111.79-116.83-55.61183.46-122.67-114.31V58.0735.280.5249.870119.19118.17116.5419.29127.36118.68M-55.74-33.872.58124.120-119.19-116.83-55.61183.46-122.67-114.31V58.0735.280.5249.870119.19118.17116.5419.29127.36118.68跨间58.9458.78142.66122.7264.7258.8655.7055.71128.00128.4061.7455.7156.6956.69128.77128.7762.6856.69表2-271层框架梁内力组合截面内力雪1.2(0.5+1.31.35+1.2+1.4→←→←AM-46.77-28.421.66244.80-94.29-97.54183.8-293.56-102.93-95.91157.61V55.0533.451.2658.110114.12111.66121.257.94121.15112.89M-82.74-50.271.49173.60-168.21-171.1372.17-266.35-182.08-169.67V61.0937.110.7911.80126.04124.4983.1960.18134.43125.26M-78.81-47.881.49173.60-160.37-162.8476.79-261.74-173.43-161.6146.79V58.3035.420.7911.80120.32118.7779.9156.90128.29119.55M-55.74-33.871.49173.60-113.07-115.54103.85-234.67-122.67-114.31V57.8435.140.7911.80119.38117.8379.3756.36127.28118.60M-55.74-33.871.49173.60-113.07-115.54103.85-234.67-122.67-114.31146.78V58.0735.280.7911.80119.38117.8379.3756.36127.28118.60M-55.74-33.871.49173.60-113.07-115.54103.85-234.67-122.67-114.31V58.0735.280.7911.80119.38117.8379.3756.36127.28118.60M-55.74-33.871.49173.60-113.07-115.54103.85-234.67-122.67-114.31V58.0735.280.7911.80119.38117.8379.3756.36127.28118.60跨间62.1861.99169.45128.6767.7862.0955.5255.53137.78138.3561.5755.5356.6956.69138.74138.7462.6856.69表2-28横向框架A柱弯矩和轴力组合层次截面内力雪1.2(0.5+1.31.35+1.2+1.4→←→←4柱顶M60.8319.923.6572.263.28104.4697.31134.16-6.74110.01100.88134.16-6.74110.01N290.8569.210.2014.6323.02445.29446.54257.39286.86460.47445.91257.39286.86460.47柱底M-33.24-18.861.1931.460.99-65.13-67.46-7.13-69.08-71.28-66.29-71.28-7.13-69.08N365.1069.210.2014.6323.02534.39535.64324.22353.68560.71535.01560.71324.22353.683柱顶M24.3619.442.40108.800.6558.854.10136.75-75.4161.1056.45136.75-54.1061.10N711.03191.270.5832.99145.11120.341121.69674.92735.511147.341121.01674.921121.691147.34柱底M-30.94-18.801.2972.540.00-62.18-64.7134.42-107.03-68.09-63.45-107.0334.42-68.09N785.28191.270.5832.99145.11209.441210.79741.75802.331247.571210.11802.33741.751247.572柱顶M32.6521.801.37117.280.0071.0468.36153.54-75.1574.6069.7153.54-68.36-75.15N1130.8313.340.1365.33267.21795.121796.161096.251179.681833.651795.641096.251796.161179.68柱底M-41.0-24.921.12117.280.00-82.99-85.1966.23-102.46-90.24-84.09-102.4666.23-90.24N1205.05313.340.1365.33267.21884.211885.261163.081246.501933.891884.741246.501163.081933.891柱顶M17.4610.600.54131.000.0036.3235.26148.21-107.2438.4135.79148.2135.26-107.24N1549.84435.050.3858.11388.92468.592469.201517.331622.362518.632468.881517.332469.201622.36柱底M-8.73-5.301.39305.600.00-16.53-19.26287.72-308.2-19.21-17.9-308.2-16.53-19.21N1643.42435.050.3858.11388.92580.852581.491601.551706.582644.972581.171706.582580.852644.97表2-29横向框架A柱剪力组合层次1.2(0.5+1.31.35+1.2+1.44-20.9-8.621.0823.05-36.09-38.21-0.22-15.16-40.28-37.1556.413-12.29-8.50.8240.3-25.84-27.4524.41-54.18-28.49-26.6588.802-16.3710.380.5529.04-4.57-5.6518.25-38.38-7.57-5.11114.851-4.29-2.610.3259.62-8.49-9.1253.09-63.17-9.45-8.80109.65表2-30横向框架B柱弯矩和轴力组合层次截面内力雪1.2(0.5+1.31.35+1.2+1.4→←→←4柱顶M-6.86-2.025.24107.000.41-5.92-16.2097.24111.41-12.09-11.06111.4197.24-12.09N500.71142.640.139.1947.05800.02801.06459.39484.22815.74800.54484.22459.40815.75柱底M2.341.422.8271.3107.562.0372.27-66.785.154.8072.27-66.785.15N574.96142.640.139.1947.05889.12890.16526.22551.04915.98889.64526.22551.04915.983柱顶M-2.34-1.423.43170.000-1.43-8.16163.01-168.50-5.15-4.801-168.50-163.01-8.16N998.40391.140.0727.55295.551745.041746.301003.541059.561731.151745.671059.561003.551746.31柱底M2.341.422.81139.1307.552.04138.40-132.915.154.80138.4-132.912.04N1027.70391.140.0727.55295.551780.141781.401029.871085.891770.641780.771029.871085.891781.412柱顶M-2.34-1.422.35199.90-2.49-7.10192.16-197.65-5.15-4.80-197.65192.16-7.10N1496.50639.60.5249.87544.012690.712691.741552.281631.002647.072691.221631.01552.282691.74柱底M2.741.671.92199.9407.513.74198.16-191.726.045.63198.16-191.725.63N1570.7639.600.5249.87544.012779.812780.841619.101697.832747.302780.321619.111697.832780.841柱顶M-2.17-1.320.99208.300-3.48-5.42200.55-205.64-4.78-4.45-205.64200.55-5.42N1995.4888.530.7911.8792.943638.073638.672150.262200.033564.493638.372200.032105.263638.68柱底M-1.090.901.43339.9201.35-1.45330.85-332.0-0.21-0.05-332.0330.85-1.45N2088.9888.530.7911.8792.043750.363750.972189.482284.253690.823750.672284.252189.483750.97表2-31横向框架B柱剪力组合层次1.2(0.5+1.31.35+1.2+1.442.040.760.4037.143.93.1238.39-34.033.823.5156.4131.040.630.8964.413.001.2664.02-61.582.292.1388.8021.130.691.3083.313.601.0582.55-79.902.492.32114.8510.530.361.6890.622.79-0.5188.99-87.721.221.14109.65表2-32横向框架CD柱弯矩和轴力组合层次截面内力雪1.2(0.5+1.31.35+1.2+1.4→←→←4柱顶M005.24107.000-4.404.40-104.28104.2800-104.29-104.290N493.98140.950.6212.7346.36789.58790.62453.03477.85805.00790.10453.03453.03805.00柱底M002.8271.3102.36-2.3669.52-69.520069.5369.530N568.23140.950.6212.7346.36878.68879.72519.85544.68905.24879.20519.86519.86905.243柱顶M003.43170.000-2.882.88-165.78165.7800-165.78-165.782.88N989.41387.780.7528.73293.201729.551730.81994.391050.421715.721730.18994.40994.401730.81柱底M002.81139.1302.36-2.36135.65-135.6500135.65135.65-2.36N1063.70387.780.7528.73293.201818.651819.911061.221117.241515.961819.281061.221061.221819.912柱顶M002.35199.940-1.971.97-194.94194.9400-194.94-194.941.97N1484.80634.630.61-40.37540.042669.772670.801540.011618.732626.472670.291540.011540.012670.80柱底M001.92199.9401.61-1.61194.94-194.9400194.94194.94-1.61N1559.10634.630.6140.37540.042758.872759.901606.831685.552726.702831.371606.841606.842759.901柱顶M000.99208.3000.830.83-203.13203.1300-203.13-203.130.83N1980.20881.450.3648.60786.863610.003610.602088.902183.673537.133610.302088.912088.913610.61柱底M001.43339.9201.20-1.20331.42331.4200331.42331.42-1.2N2073.80881.450.3648.60786.863722.293722.902173.132267.913663.463722.602173.132173.133722.90表2-33横向框架CD柱剪力组合层次1.2(0.5+1.31.35+1.2+1.44000.4037.140.34-0.3436.21-36.210056.413000.8964.410.75-0.7562.80-62.800088.802001.3083.311.09-1.0981.2381.2300114.851001.6890.621.41-1.4188.35-88.3500109.652.3.1取每层柱顶和柱底两个控制截面。表2-34横向框架A柱柱端组合弯矩设计值的调整层次4321截面柱顶柱底柱顶柱底柱顶柱底柱顶柱底130.45112.32117.43121.85133.7154.07125.46196.01340.58395.66745.17800.251150.121205.21558.66957.8表2-35横向框架B柱柱端组合弯矩设计值的调整层次4321截面柱顶柱底柱顶柱底柱顶柱底柱顶柱底113.4100.7145.4130.7180.43266.45176.37242.76457.3498.7947.9989.21437.51478.81967.692019.1表2-36横向框架CD柱柱端组合弯矩设计值的调整层次4321截面柱顶柱底柱顶柱底柱顶柱底柱顶柱底121.8103.4173.75150.42183.75183.75170.73270.35450.49491.8938.81980.121425.371466.681911.751963.192.4.梁板柱配筋计算2.4.1仅以第一层AB跨梁为例，说明计算方法和过程，其它层梁的配筋计算结果见表2-33。2.4.1由框架梁内力组合表选出AB跨跨间截面的最不利内力，并将支座中心处的弯矩换算为支座边缘控制界面的弯矩进行配筋计算。支座弯矩：＝391.41-9.340.75/2=387.91kN·m=0.75387.91=290.93kN·m=355.13-70.80.75/2=328.58kN·m=0.75328.58=246.44kN·m上式中:为承载力抗震调整系数；受弯的梁和轴压比小于0.15的偏心受压柱取0.75，轴压比大于0.15的偏心受压柱取0.8；其它受剪的构件取0.85。跨间最大弯矩发生在跨中，不需调整，则＝70.8kN·m当梁下部受拉时，安T截面计算，上部受拉时按矩形设计，翼缘计算宽度，当跨度考虑时，＝l/3＝7.2/3＝2.4m，按梁间距考虑时，＝+＝2475+300＝2775mm，＝700-35＝665mm，100/665＝0.150.1。故此种情况不起控制作用,故取=2800mm。其中为T型截面受弯构件翼缘计算宽度；为梁的腹板宽度；梁（肋）的净距；为翼缘高度；梁截面高度；为截面有效高度；混凝土保护层厚度。梁内纵向配筋选用级钢筋，（360）＝0.52下部跨间截面按单筋T型计算。由于1.016.72800100(665-100/2)＝2875.7470.8kN·m属于第一类型截面，＝70.8/(16.728006652)=0.0030.003＝0.0031.016.72800665/360＝259实配筋416（＝804）＝804/(300665)＝0.40%>0.2%上各式中：为系数，当N/mm2时取1.0，N/mm2时取0.94；中间值时，按线性插入法取用；为相对受压区高度；是与有关系数；为纵向受拉钢筋截面面积；为构件实际配筋率。支座截面按矩形计算，边跨A支座。取＝700-35＝665mm，＝290.93/(16.7300)＝0.1121-=0.119＝0.1191.016.7300665/360＝1101实配筋420（＝1256）＝1256/(300665)＝0.63%>0.25%边跨B支座：同样取＝700-35＝665mm＝246.44/(16.7300/)＝0.1110.118＝0.11816.7300665/360＝1092实配筋420（＝1256）＝1256/(300665)＝0.63%>0.25%2.4.1AB跨：＝152.35KN<＝0.216.7300665＝666.33kN满足要求。梁端加密区箍筋取2肢@100。箍筋用（f=210KN/）则+＝0.421.57300665+1.25210665100.6/100＝307.16kN>118.69kN上各式中：混凝土抗拉强度；为箍筋的抗拉强度设计值；S为箍筋间距；为单肢箍筋的截面面积；为同一截面内箍筋的肢数；为箍筋配筋率。加密区长度取1.5及500较大者，则取1100mm。非加密区箍筋长度取2肢@150，箍筋设置满足要求。表2-37框架梁纵向钢筋计算表层次截面kN/m实配钢筋//%4支座-97.0440.0538048244200.980.51跨间107.7770.00714504160.4-141.930.07980479242010.51-129.5670.0728045714200.710.52跨间69.8272854160.4-116.760.0658045154200.780.52-118.2720.0658045184200.780.52跨间73.6452854160.4-120.1580.0678045274200.7630.523支座-169.8190.09580475642210.52跨间155.0296524160.4-194.7070.118048734220.920.52-187.1110.1068048734220.960.52跨间103.9534354160.4-181.3350.1028048104220.990.52-182.5750.1038048164220.990.52跨间133.5345574160.4-181.3510.1028048104220.990.522支座-236.5650.13680410764220.750.63跨间173.4677334180.4-229.4290.13180410414220.770.63-221.8330.12780410044220.80.63跨间131.1475504180.4-216.050.1238049764220.820.63-217.2970.1248049824220.820.63跨间133.7325614180.4-216.0750.1238049774220.820.631支座A-187.0030.1048048244220.980.63截面kN/m实配钢筋//%跨间179.8490.0127545180.4-180.3500.180479242210.63-236.4610.13680410754220.750.63跨间131.6275515180.4-230.3940.13380410514220.760.63-231.5440.13380410514220.760.63跨间134.4515645180.4-230.190.13280410454220.770.63表2-38框架梁箍筋数量计算表层次截面kNkN梁端加密区非加密区实配钢筋实配钢筋%4211.715570.570.5242肢8@1002肢8@150199.814570.570.4562肢8@100（101）2肢8@150（0.224）199.548570.570.4552肢8@100（101）2肢8@150（0.224）3229.883570.570.6272肢8@100（101）2肢8@150（0.224）221.632570.570.5802肢8@100（101）2肢8@150（0.224）220.621570.570.5782肢8@100（101）2肢8@150（0.224）2231.745570.570.6382肢8@100（101）2肢8@150（0.224）220.999570.570.5772肢8@100（101）2肢8@150（0.224）222.037570.570.5832肢8@100（101）2肢8@150（0.224）11232.592570.570.6432肢8@100（101）2肢8@150（0.224）224.691570.570.5982肢8@100（101）2肢8@150（0.224）224.068570.570.5942肢8@100（101）2肢8@150（0.224）2.4.2.2.4.2表2-39柱的剪跨比和轴压比验算柱号层次mmmmN/KNKNA475071016.7194.1560.04471.574.550.053375071016.7183.1258.911069.774.380.120275071016.7219.2492.291662.003.350.187175071016.7211.1193.052275.443.200.256B475071016.7150.5245.88734.734.620.082375071016.7226.0375.721447.854.200.163275071016.7264.8997.552263.773.820.254175071016.7275.48104.953045.673.700.342C4750