江苏南京仙林大学城某培训中心2号教学楼设计.doc 102页

'金陵科技学院学士学位论文目录江苏南京仙林大学城某培训中心2号教学楼设计1 金陵科技学院学士学位论文摘要江苏南京仙林大学城某培训中心2号教学楼设计摘要依据课题任务书以及《建筑防火规范》、《建筑结构荷载规范》和《混凝土结构设计规范》等国家现行规范，规程完成了该课题建筑，结构，施工三个方面的设计,首先从总体出发，综合考虑和组织室内外的空间完成建筑平面，立面，以及剖面的设计；其次完成了一榀框架各结构构件的配筋设计，手绘结构施工图。整个设计方案在建筑、结构方面满足国家现行规范要求。本设计对一榀框架，从结构选型入手，计算分析了该框架的荷载，利用分层法和D值法分别对框架结构在竖向荷载、水平风荷载作用下产生的内力进行了计算，通过内力组合，得出框架的控制内力，最后完成框架各构件的配筋计算并绘制了该框架的施工图。设计书中同时选算了框架的一个基础、楼梯，给出了基础、楼梯的配筋计算并绘制了施工图。关键词：建筑设计；框架；配筋1 金陵科技学院学士学位论文摘要Jiangsunanjingxianlinuniversitycityonetrainingcenterno.2teachingbuildingdesignAbstractOnthebasisofmandateandthenormsinthecountry,suchas"buildingfireprotectionnorms,""structuralloadnorms"andthe"designofconcretestructures"andsoon,inordertocompletethetaskofarchitecture,structural,constructiondesigns.Firstofall,consideringthespaceintheopenandair,completetheconstruction,Facade,andthecross-sectionofthedesignandmaparchitecturalconstructionblueprint;Secondly,completedaloadofthestructuralcomponentoftheframeworkofthereinforcementdesign,hand-paintedstructuralconstructionblueprint,andcompletedtheentirestructuredesign.Thewholedesignprogramssatisfythestatestandardrequirementsinrespectofarchitectureandstructure,theconstructiondesignsatisfytherealityontheground.Theinstructionbookletintroducealoadofframe,Firstofall,selectthetypeofstructure,calculateandanalyzetheframeworkoftheload,bythestratificationandmethodDcalculaterespectivelytheinternalforcesofframeontheactofverticalloadandwindloads.Throughthecombinationofinternalforces,concludethecontrolframeworkdrawnforces.Finally,finishthereinforcingbarcalculationaboutthecomponentsofframework,andpaintstructuralconstructiondrawing.Thebookletalsowilldesignthefoundationandstairs,andconcludethereinforcingbarcalculationofthestairsandthebase,andcompletetheirstructuralconstructionblueprint.Keywords:theArchitecturaldesign；theFramework；Reinforcement；1 金陵科技学院学士学位论文第1章结构选型与布置1结构选型与布置1.1工程名称江苏南京仙林大学城某培训中心2号教学楼设计1.2建筑设计资料本建筑的结构形式为钢筋混凝土框架结构。建筑物重要性类别为丙类，安全等级为二级，建筑耐火等级为一级；楼层高度为3.6米，培训中心教学楼中包括，教室、教师休息室、卫生间、管理办公室、值班室、开水房。本建筑采用三跨内廊式建筑，两边跨度均为6.3m，中跨跨度为2.7m，建筑物总体是5层呈长条形，总建筑面积约为4800m2图1.1平面布置图1.3基本数据1建设地点:南京仙林。2土层分布及承载力图1.2土层分布图1 金陵科技学院学士学位论文第1章结构选型与布置3基本风压：0.40kN/㎡,地面粗糙度为B类。4基本雪荷载:0.65kN/㎡5地震烈度：抗震设防烈度7度,设计基本地震加速度为0.1g，建筑场地类别为三类，设计地震分组为第一组6教学楼楼面活载为2.0KN/m27不上人屋面活载为0.5KN/m22 金陵科技学院学士学位论文第2章计算简图2计算简图2.1确定计算简图本工程横向框架计算单元取图1.1中7轴为计算单元。框架的计算简图假定底层柱下端固定于基础，按工程地质资料提供的数据，初步确定本工程基础采用柱下独立基础，挖去所有杂填土，基础置于第二层黏土层上，基底标高为设计相对标高–2.10m。柱子的高度底层为：h1=3.6+2.1–0.5=5.2m（初步假设基础高度0.5m），二～四层柱高为h2～h4=3.6m。柱节点刚接，横梁的计算跨度取柱中心至中心间距离，三跨分别为：l=6300、2700、6300。计算简图见图2-1。图2.1计算简图梁尺寸确定：该工程为横向承载。横向框架梁AB跨、CD跨：h=(1/8-1/12)L=788mm-525mm.取h=600mm。b=(1/2-1/3)h=300mm-200mm.取b=250mm。BC跨：取250mm×400mm纵向连系梁取为250mm×500mm。AB、CD跨厚度取为120mm，BC跨厚度取100mm。柱截面尺寸的确定:利用公式，由于框架结构价教学楼荷载较小，按12KN/m2考虑；设防烈度7度、小于60m高的框架结构抗震等级为三级,因此μ取0.9，初步选定柱截面500×500mm混凝土均采用C30级。钢筋直径采用HRB335级钢筋。2.2荷载计算1，屋面横梁竖向线荷载标准值（1）恒载43 金陵科技学院学士学位论文第2章计算简图屋面恒载标准值：35厚架空隔热板0.035×25=0.875kN/m2SBS改性沥青防水层0.4kN/m220厚水泥砂浆找平层20×0.02KN/m3=0.4kN/m260厚水泥蛭石保温层5KN/m3×0.06=0.3kN/m2120（100）厚钢筋砼板25KN/m3×0.12=3kN/m2（25KN/m3×0.10=2.5kN/m2）12厚纸筋石灰粉平顶16KN/m3×0.012=1.92kN/m2屋面恒载标准值：4.87kN/m2（4.37kN/m2）梁自重边跨AB、CD跨：0.25×0.63×25KN/m3=3.94kN/m梁侧粉刷2×(0.63－0.12)×0.02×17KN/m3=0.35kN/m合计：4.29kN/m中跨BC跨0.25×0.4×25KN/m3=2.5kN/m梁侧粉刷2×(0.4－0.1)×0.02×17KN/m3=0.19kN/m合计：2.69kN/m作用在顶层框架梁上的线恒荷载标准值为：梁自重：g4AB1=g4CD1=4.29KN/m,g4BC1=2.69kN/m板传来的荷载：g4AB2=g4CD2=4.87×4.5=21.9kN/mg4BC2=4.37×2.7=11.799kN/m（2）活载作用在顶层框架梁上的线活载标准值为：q4AB=q4CD=0.5×4.5=2.25kN/mq4BC=0.5×2.7=1.35kN/m2.楼面横梁竖向线荷载标准值(1)恒载25厚水泥砂浆面层0.025×20=0.50kN/m2120（100）厚钢筋混凝土现浇板0.12×25=3kN/m2（0.10×25=2.5kN/m212厚板底粉刷0.012×16=0.192kN/m2楼面恒载标准值3.692kN/m2（3.192kN/m2）43 金陵科技学院学士学位论文第2章计算简图边跨AB、CD跨框架梁自重4.29kN/m中跨BC跨梁自重2.69kN/m作用在楼面层框架梁上的线恒荷载标准值为：梁自重：gAB1=gCD1=4.29kN/mgBC1=2.69kN/m板传来的荷载：gAB2=gCD2=3.692×4.5=16.61kN/mgBC2=3.192×2.7=8.62kN/m(2)活载楼面活载：qAB=qCD=2×4.5=9.0kN/mqBC=2×2.7=5.4kN/m3.屋面框架节点集中荷载标准值（图2.2）图2.2恒载顶层集中力（1）恒载边跨连系梁自重：0.25×0.5×4.5×25=14.06kN粉刷：2×（0.50-0.12）×0.02×4.5×17=1.16kN1.3m高女儿墙1.3×4.5×3.6=21.06kN粉刷：1.3×2×0.02×4.5×17=3.98kN连系梁传来屋面自重0.5×4.5×0.5×4.5×4.87=24.65kN顶层边节点集中荷载：G4A=G4D=64.91kN中柱连系梁自重：0.25×0.5×4.5×25=14.06kN粉刷：（（0.50-0.12）+（0.50-0.10））×0.02×4.5×17=1.19kN连系梁传来屋面自重：1/2×4.5×1/2×4.5×4.87=24.65kN0.5×（4.5+4.5-2.7）×2.7/2×4.37=18.58kN顶层中节点集中荷载：G4B=G4C=58.48kN（2）活载Q4A=Q4D=1/2×4.5×1/2×4.5×0.5=2.53kNQAB=QAC=1/2×4.5×1/2×4.5×0.5+1/2×(4.5+4.5-2.7）×2.7/2×43 金陵科技学院学士学位论文第2章计算简图0.7=8.48kN4.楼面框架节点集中荷载标准值（图2.3）图2.3恒载中间层结点集中力（1）恒载（此处未考虑填充墙重量）边柱连系梁自重14.06kN粉刷：1.16kN连系梁传来楼面自重：1/2×4.5×1/2×4.5×3.692=18.69kN33.91kN中间层边节点集中荷载：GA=GD=33.91kN框架柱自重：GA’=GD’=0.5×0.5×3.6×25=22.5kN中柱连系梁自重：14.06kN粉刷：1.19kN连系梁传来楼面自重：0.5×（4.5+4.5-2.7）×2.7/2×3.192=13.57kN0.5×4.5×1/2×4.5×3.692=18.69kN47.51kN中间层中节点集中荷载：GB=GC=47.51kN柱传来的集中荷载GB’=GC’=22.5kN（2）活载QA=QD=1/2×4.5×1/2×4.5×2.0=10.125kNQB=QC=1/2×4.5×1/2×4.5×2.0+1/2×(4.5+4.5-2.7×2.7/2×2.0=18.63kN2.3风荷载已知基本风压ωo=0.40KN/m2，地面粗糙度属B类，按荷载规范ωk=βzμ43 金陵科技学院学士学位论文第2章计算简图sμzωo.风载体型系数μs；迎风面0,.8,背风面-0.5；因结构高度H=19.6m<30m取风振系数βz=1.0，计算过程如下表表2.1风荷载计算层次βzμsZ（m）μzωoωkAPi51.01.318.91.230.400.639613.958.9241.01.315.31.1470.400.59616.29.6631.01.311.71.0480.400.54516.28.8321.01.38.11.00.400.5216.28.4211.01.34.50.90.400.46818.238.53图2.4横向框架上的风荷载2.4地震作用2.4.1建筑物总重力荷载代表值Gi的计算50%雪载：0.5×0.65×15.3×63=313.27kN屋面恒载：4.87×63×6.3×2+4.37×63×2.7=4609.137kN横梁：(4.29×6,3×2+2.69×2.7)×15=919.7kN纵梁：(14.6+1.16)×14×2+(14.06+1.19)×14×2=853.16kN女儿墙：1.3×3.6×（63+15.3）×2=732.888kN柱重：0.5×0.5×25×1.8×60=675kN43 金陵科技学院学士学位论文第2章计算简图横墙：3.6×((22×6.3×1.8)+(2.7×1.8×2))=933.12kN纵墙：(4.5×1.8-3.3×2.1/2)×28×3.6+4.5×1.8×3.6×24=1167.048kN忽略内纵墙的门窗楼梯重量计算钢窗28×3.3×2.1×1/2×0.4=38.808kNG5=9567.131kN集中三、四、五、层处的质点重力荷载代表值G4-G250%楼面活载：0.5×2.0×15.3×63=963.9kN屋面恒载：3.692×63×6.3×2+3.192×63×2.7=3473.67kN横梁：919.7KN纵梁：853.16KN柱重：675×2=1350kN横墙：933.12×2=1866.24kN纵墙：1167.05×2=2334.1kN钢窗:38.81×2=77.62kNG4=G3=G2=11838.39kN集中二层处的质点重力荷载代表值G150%楼面活载：0.5×2.0×15.3×63=963.9kN屋面恒载：3.692×63×6.3×2+3.192×63×2.7=3473.67kN横梁：919.7kN纵梁：853.16kN柱重：0.5×0.5×25×(2.6+1.8)×60=1650kN横墙：933.12+933.12×2.6/1.8=2280.96kN纵墙：1167.05+1167.05×2.6/1.8=2852.78kN钢窗:38.81×2=55.44kNG1=12805.85kN2.4.2地震作用计算：框架柱的抗侧移刚度：在计算梁、柱线刚度时，应考虑楼盖对框架梁的影响，在现浇楼盖中，中框架梁的抗弯惯性矩取I=2Io；边框梁取I=1.5Io；Io为框架梁按矩形截面计算的截面惯性矩。横梁、柱线刚度见下表。表2.2横梁、柱线刚度43 金陵科技学院学士学位论文第2章计算简图杆件BHEc（kn/mm2）Io（mm4）I(mm)L(mm)i=EcI/L(kN.mm)相对刚度边框架梁25060025.54.5×1096.75×10963002.732×1071边框架梁25040025.51.33×1092.0×10927001.889×1070.69中框架梁25060025.54.5×1099.0×10963003.643×1071.333中框架梁25040025.51.33×1092.66×10927002.512×1070.919底层框架柱50050025.55.2×1095.2×10952002.55×1070.933中层框架柱50050025.55.2×1095.2×10936003.68×1071.346每层框架柱总的抗侧移刚度见表2.3表2.3框架柱横向侧移刚度D值杆件KαcD（mm4）根数边框架边柱0.7420.279.24边框架中柱1.2560.3913.24中框架边柱0.9900.3311.226中框架中柱1.6730.4515.326边框架边柱1.0710.515.84边框架中柱1.8120.616.94中框架边柱1.4290.566.326中框架中柱2.4140.667.526二到五层:D=4×（9.2+13.2）+26×11.2+26×15.3=778.6kN/mm底层:D=4×（5.8+6.9）+26×6.3+26×7.5=409.6kN/mm框架自振周期的计算T1=1.7αo√△=1.7×0.6√0.281=0.541s其中αo为考虑结构非承重砖墙影响的折减系数，对于框架取0.6，△为框架顶点的假想位移表2.4框架顶点假想水平位移△计算表层数Gi∑Gi∑Dδ总位移595679567778.612.29281.7141183821405778.627.49269.4231183833243778.642.7241.9343 金陵科技学院学士学位论文第2章计算简图21183845081778.657.9199.2311280657887409.6141.33141.33表2.5楼层地震作用和地震剪力标准值计算表层HiGiGiHiFi楼层剪力519.69567187513.2937.38937.38416.011838189408642.771580.15312.411838146791.2498.152078.328.811838104174.4353.532431.8315.21280666591.2225.982657.81地震作用计算根据本工程设防烈度7度，二类场地土，设计地震分组为第一组，查《建筑抗争设计规范》特征周期Tg=0.353s，αmax=0.08α1=(Tg/T1)0.9αmax=0.054结构等效重力荷载：Geq=0.85GL=0.85×57887=49204kNT1=0.541>1.4g=1.4×0.35=0.495，故考虑框架顶部附加集中力作用。δn=0.08T1+0.07=0.1133框架横向水平地震作用标准值为：结构底部：FEK=Geq×α1=2657.02kN各楼层的地震作用和地震剪力标准值由表2-4计算列出图示2.5。∑GiHi=694478△Fn=δn×FEK0.1133×2657.02=301.04kN43 金陵科技学院学士学位论文第2章计算简图图2.5横向框架上的地震作用43 金陵科技学院学士学位论文第3章框架内力计算第3章框架内力计算3.1恒载作用下的框架内力弯矩分配系数计算弯矩分配系数根据上面的原则，可计算出本例横向框架各杆件的杆端弯矩分配系数，由于该框架为对称结构，取框架的一半进行简化计算，如图3.1。图3.1横向框架承担的恒载节点A1：（相对线刚度见表2-3）43 金陵科技学院学士学位论文第3章框架内力计算节点B1：µB1A1==0.327µB1B2=0.33µB1D1==0.113µB1B0=0.229节点A2=µA2A1=µA2A3==0.334µA2B2==0.331节点B2：µB2A2==0.297µB2B1=µB2B3==0.3µB2D2=0.102节点A5：µA5B5==0.49843 金陵科技学院学士学位论文第3章框架内力计算µA5A4=0.502节点B5：µB5A5=0.425µB5B4==0.429µB5D=0.146与相应的A2，B2相同杆件固端弯矩计算杆件固端弯矩时应带符号，杆端弯矩一律以顺时针方向为正如图3.2。（1）横梁固端弯矩（2）顶层横梁自重作用：A5B5=-A5B5=-q图3.2杆端及节点弯矩正方向B5D5=q=-=-1.63kN.mD5B5=B5D5×0.5=-0.817kn板传来的恒载作用：A5B5=-B5A5=-q（1-+）=-(1-2+)=-50.18B5D5=-q=-=-4.48kN.mD5B5=-q=-=-2.69kN.m二至五楼横梁：自重作用：43 金陵科技学院学士学位论文第3章框架内力计算A1B1=-B1A1=-q=-=-14.19kN.mB1D1=-=-2.69=-1.63kN.mD1B1=D1B1×0.5=0.817kN.m板传来的恒载作用：A1B1=-B1A1=-q（1-+）=-（1-2+）=-38.06kN.mB1D1=-q=-=-3.273kN.mD1B1=-q=-=-1.964kN.m纵梁引起杠端附加弯矩（本例中的框架纵梁偏向外侧，中框架纵梁偏向内侧）顶层外纵梁ＭA5=-ＭD5=64.910.075=4.87kN.m（逆时针为正）楼层外纵梁ＭA1=-ＭD1=33.910.075=2.54kN.m顶层中纵梁ＭB5=-ＭＣ5=-58.480.075=-4.39kN.m横层中纵梁ＭB1=-ＭＣ1=-47.510.075=-3.56kN.m节点不平衡弯矩横向框架的节点不平衡弯矩为通过该节点的各种杆件（不包括纵向框架梁）在节点处的围端弯矩与通过该节点的纵梁引起杠端横向附加弯矩之和。根据平衡原则，节点弯矩的正方向与杆端弯矩方向相反一律以逆时针方向为正。如图3.2节点A4的不平衡弯矩：本例计算的横向框架的节点不平衡弯矩见图3.3。内力计算根据对称原则，只计算AB,BC跨。在曲行弯矩分配时，应将节点不平衡弯矩反号后再进行杆件弯矩分配。节点弯矩使用交于该节点杆件的近端产生弯矩，同时也使各杆件的远端产生弯矩，近端产生的弯矩通过节点定分配确定，远端产生的弯矩传递系数（近端弯矩与远端弯矩的比值确定。传递系数与杆件远端的约束形式有关）。恒载弯矩过程如图3.3，恒载作用下弯矩见图3.4，梁剪力，柱轴力见图3.5。43 金陵科技学院学士学位论文第3章框架内力计算图3.3恒载弯矩分配过程43 金陵科技学院学士学位论文第3章框架内力计算图3.4恒载作用下弯矩图(kN.m)图3.5恒载作用下梁剪力、柱轴力(kN)43 金陵科技学院学士学位论文第3章框架内力计算依据所求出的梁端弯矩再通过平衡条件即可求出恒载作用下梁剪力，柱力，表3.1AB跨梁端剪力（kN）层q（kN.m）g（kN.m）a(m)L（m）u=（L-a）ＭAB(kN.m)ＭBA(kN.m)∑Mik/LＶ1/AＶB521.94.092.256.312.8544.35-51.7750.81-0.1557.35-57.0416.614.092.256.312.8533.64-57.648.77-1.447.89-45.0316.614.092.256.312.8533.64-43.6747.260.5745.92-47.2216.614.092.256.312.8533.64-44.0547.740.5945.9-47.2116.614.092.256.312.8533.64-31.4544.182.0244.47-48.7表3.2BC跨梁端剪力（kN）层q（kN/m）板传作用g（kN/m）自重作用L（m）Vb=+Vc=-（+）511.7992.692.72.6957.9610.66-10.6648.622.692.72.6955.828.514-8.51438.622.692.72.6955.828.514-8.51428.622.692.72.6955.828.514-8.51418.622.692.72.6955.828.514-8.514表3.3AB跨跨中弯矩（kN.m）层q（）g（）a(m)L（m）u=（L-a）ＭAB(kN.m)∑Mik/LM521.94.082.256.312.8544.35-51.77-0.1557.35-62.08416.614.082.256.312.8533.64-57.6-1.447.89-37.69316.614.082.256.312.8533.64-43.670.5745.92-45.4216.614.082.256.312.8533.64-44.050.5945.9-44.9116.614.082.256.312.8533.64-31.452.0244.47-53.0表3.4柱轴力（kN）层边柱A轴D轴中柱B轴C轴横梁端部压力纵梁端部压力柱重柱轴力横梁端部压力纵梁端部压力柱重柱轴力5柱顶57.3564.9122.5122.2667.7158.4822.5126.19柱底144.76148.694柱顶47.8933.9122.5226.5653.60447.5122.5249.83柱底249.06272.333柱顶45.9233.9122.5328.8755.7747.5122.5375.61柱底351.37398.112柱顶45.933.9122.5431.1855.8047.5122.5501.42柱底453.68523.921柱顶44.4733.9122.5532.0657.2247.5122.5628.62柱底554.56651.1243 金陵科技学院学士学位论文第3章框架内力计算3.2活载作用下的框架内力注意：各不利荷载布置时计算简图不一定是对称形式，为方便近似采用对称结构荷载形式简化计算。梁固端弯矩顶层A5B5=-A5B5=-q（1-）=-（1-2+）=-5.89kN.mB5D5=-=-1.35=-0.513kN.mD5B5=-=-1.35=-0.31kN.m二至五层横梁A1B1=-B1A1=q（1-）=-（1-2+）=-23.53kN.mB1D1=-=-5.4=-2.05kN.mD1B1=-=-5.4=-1.23kN.m纵梁偏心引起柱端附加弯矩（本例中边框架纵梁偏向外侧，中框架纵梁偏向内侧）。顶层外纵梁ＭA4=-ＭD4=2.530.075=0.19kN.m（逆时针为正）楼层外纵梁ＭA1=-ＭD1=10.130.075=0.76kN.m顶层中纵梁ＭB4=-ＭCA=-8.480.075=-0.64kN.mＭB4=-ＭCA=-5.950.075=-0.45kN.m（仅BC跨作用活载时）楼层中纵梁ＭB1=-ＭC1=-18.630.075=-1.40kN.mＭB1=-ＭC1=-8.5050.075=-0.64kN.m（仅BC跨作用活载时）本工程考虑如下四种最不利组合（1）顶层边跨梁跨中弯矩最大，图3.6。（2）顶层边柱顶左侧及柱底右侧受拉最大弯矩，图3.7。（3）顶层边跨梁梁端最大负弯矩，图3.8。（4）活载满跨布置，图3.9。43 金陵科技学院学士学位论文第3章框架内力计算图3.6活载不利布置a图3.7活载不利布置b图3.8活载不利布置c图3.9活载不利布置d当AB跨布置活载时：ＭA5=A5B5+A5=-5.89+0.19=-5.7kN.mＭA1=ＭA2=ＭA3=ＭA4=A1B1+A1=-23.53+0.76=-22.77kN.m43 金陵科技学院学士学位论文第3章框架内力计算ＭB5=B5A5+B5=5.89-0.27=5.62kN.mＭB1=ＭB2=ＭB3=ＭB4=B1A1+B1=23.53-0.76=22.77kN.m当BC跨布置活载时：ＭB5=B5D5+B5=-0.513-0.45=-0.963kN.mＭB1=ＭB2=ＭB3=ＭB4=B1D1+B1=-2.05-0.64=-2.69kN.m当AB跨跟BC跨均布置活载时：ＭA5=A5B5+A5=-5.89+0.19=-5.7kN.mＭA1=ＭA2=ＭA3=ＭA4=A1B1+A1=-23.53+0.76=-22.77kN.mＭB5=B5A5+B5+B5D5=5.89-0.64-0.513=4.737kN.mＭB1=ＭB2=ＭB3=ＭB4=B1D1+B1+B1A1=23.53-1.4-2.05=20.08kN.m内力计算采用“迭代法”迭代计算次序同恒载，如图3-10，图3-13，图3-16，图3-19.活载（a）作用下梁弯矩，剪力，轴力如图3-11，图3-12。活载（b）作用下梁弯矩，剪力，轴力如图3-14，图3-15。活载（c）作用下梁弯矩，剪力，轴力如图3-17，图3-18。活载（d）作用下梁弯矩，剪力，轴力如图3-20，图3-21。43 金陵科技学院学士学位论文第3章框架内力计算图3.10活载a迭代过程43 金陵科技学院学士学位论文第3章框架内力计算图3.11活载a弯矩图（kN.m）图3.12活载a剪力、轴力（kN）43 金陵科技学院学士学位论文第3章框架内力计算图3.13活载b迭代过程43 金陵科技学院学士学位论文第3章框架内力计算图3.14活载b弯矩图（kN.m）图3.15活载b剪力轴力（kN）43 金陵科技学院学士学位论文第3章框架内力计算图3.16活载c迭代过程43 金陵科技学院学士学位论文第3章框架内力计算图3.17活载c弯矩图（kN.m）图3.18活载c剪力轴力（kN）43 金陵科技学院学士学位论文第3章框架内力计算图3.19活载满跨迭代过程43 金陵科技学院学士学位论文第3章框架内力计算图3.20活载满跨弯矩图（kN.m）图3.21活载满跨剪力轴力（kN）43 金陵科技学院学士学位论文第3章框架内力计算根据所求的梁端弯矩，在通过平衡条件，即可求出恒载作用下的梁剪力，柱轴力，表3.5活载（a）作用下AB梁端剪力层q（）a(m)u=（L-a）ＭAB(kN.m)ＭBA(kN.m)∑Mik/LＶ1/AＶB52.252.254.57-1.783.90.344.23-4.91402.250-1.33.160.3-0.300.3392.2518.22-17.9319.260.2118.01-18.43202.250-0.292.380.33-0.330.33192.2518.22-17.4319.020.2517.97-18.47表3.6活载（a）作用下BC梁跨端剪力层q（）L（m）（kN）ＶB=(kN)ＶC=(kN)502.700045.42.73.6453.645-3.645302.700025.42.73.6453.645-3.645102.7000表3.7活载（a）作用下AB跨跨中弯矩（kN.m）层q（）a(m)L（m）u=（L-a）q/2ＭAB∑Mik/LＶ1/AM5-2.252.256.34.57-1.780.344.23-6.75402.256.30-1.30.30-0.302.245392.256.318.22-17.930.2118.01-19.67202.256.30-0.290.33-0.331.33192.256.318.22-17.430.2517.97-20.05表3.8活载（a）作用下柱轴力层边柱(A轴)中柱（B轴）横梁端部剪力纵梁端部剪力柱轴力（kN）横梁端部剪力纵梁端部剪力柱轴力（kN）54.232.536.67+4.918.4813.394-0.3010.12516.585+3.34518.6335.37318.0110.12544.73+18.4318.6372.432-0.3310.12554.52+3.31518.6394.37117.9710.12582.62+18.4718.63131.4743 金陵科技学院学士学位论文第3章框架内力计算表3.9活载（b）作用下AB跨梁端剪力层qa(m)u=（L-a）q/2ＭABＭBA∑Mik/LＶ1/AＶB52.252.254.57-5.115.560.0084.562-4.578492.2518.22-18.3819.450.1718.05-18.39302.250-1.8651.870.0008-0.00080.0008292.2518.22-18.1319.090.15218.07-18.372102.250-0.981.670.110-0.1100.110表3.10活载（b）作用下BC跨梁端剪力层qlql/4ＶB=ql/4ＶC=-ql/4502.7000402.700035.42.73.6453.645-3.645202.700015.42.73.6453.645-3.645表3.11活载（b）作用下AB跨跨中弯矩层qa(m)L（m）u=（L-a）q/2ＭAB∑Mik/LＶ1/AM52.252.256.34.57-5.510.0084.562-4.07492.256.318.22-18.380.1718.05-19.35302.256.30-1.8650.0008-0.00081.873292.256.318.22-18.130.15218.07-19.66102.256.30-0.980.110-0.1101.33表3.12活载（b）作用下柱轴力计算层边柱(A轴)中柱（B轴）横梁端部剪力纵梁端部剪力柱轴力（kN）横梁端部剪力纵梁端部剪力柱轴力（kN）54.5622.537.092+4.5788.4813.06418.0510.12535.27+18.3918.6350.083-0.000810.12545.4+3.644218.6372.35218.0710.12573.6+18.37218.63109.351-0.11010.12583.6+3.53518.63131.5243 金陵科技学院学士学位论文第3章框架内力计算表3.13活载（c）作用下AB跨梁端剪力层qa(m)u=（L-a）q/2ＭABＭBA∑Mik/LＶ1/AＶB52.252.254.57-5.5155.37-0.0264.596-4.544492.2518.22-18.0920.40.3717.85-18.59302.250-2.31.17-0.18-0.180.18292.2518.22-18.3520.150.2917.93-18.51102.250-0.980.67-0.05-0.050.05表3.14活载（c）作用下BC跨梁端剪力层qlql/4ＶB=ql/4ＶC=-ql/4502.700045.42.73.6453.645-3.645302.700025.42.73.6453.645-3.645102.7000表3.15活载（c）作用下AB跨跨中弯矩层qa(m)L（m）u=（L-a）q/2ＭAB∑Mik/LＶ1/AM52.252.256.34.57-5.515-0.0264.596-4.16492.256.318.22-18.090.3717.85-19.0302.256.30-2.3-0.18-0.182.87292.256.318.22-18.350.2917.93-18.999102.256.30-0.98-0.05-0.051.138表3.16活载（c）作用下柱轴力计算层边柱(A轴)中柱（B轴）横梁端部剪力纵梁端部剪力柱轴力（kN）横梁端部剪力纵梁端部剪力柱轴力（kN）54.5962.537.126+4.5448.4813.024417.8510.12535.106+22.2418.6353.893-0.1810.12545.05-0.1818.6372.34217.9310.12573.11+22.1618.63113.1341-0.0510.12583.181-0.0518.63131.7143 金陵科技学院学士学位论文第3章框架内力计算表3.17活载满跨作用下AB跨梁端剪力层qa(m)u=（L-a）q/2ＭABＭBA∑Mik/LＶ1/AＶB52.252.254.57-5.046.60254.32-4.82492.2518.22-19.320.90.2517.97-18.47392.2518.22-19.922.320.3817.84-18.6292.2518.22-20.0121.50.2417.98-18.46192.2518.22-19.2520.450.1918.03-18.41表3.18活载满跨作用下BC跨梁端剪力层qlql/4ＶB=ql/4ＶC=-ql/451.352.70.9110.911-0.91145.42.73.6453.645-3.64535.42.73.6453.645-3.64525.42.73.6453.645-3.64515.42.73.6453.645-3.645表3.19活载满跨作用下AB跨跨中弯矩层qa(m)L（m）u=（L-a）q/2ＭAB∑Mik/LＶ1/AM52.252.256.34.57-5.040.254.32-3.77492.256.318.22-19.30.2517.97-18.17392.256.318.22-19.90.3817.84-17.17292.256.318.22-20.010.2417.98-17.5192.256.318.22-19.250.1918.03-18.41表3.20活载满跨作用下柱轴力计算层边柱(A轴)中柱（B轴）横梁端部剪力纵梁端部剪力柱轴力（kN）横梁端部剪力纵梁端部剪力柱轴力（kN）54.322.536.85+5.7318.4814.211417.9710.12534.95+22.11518.6354.96317.8410.12562.92+22.24518.6395.83217.9810.12591.025+22.10518.63156.6118.0310.125119.18+22.05518.63177.2543 金陵科技学院学士学位论文第3章框架内力计算3.3风载作用下的位移，内力计算1.框架侧移表3.21风载作用下框架侧移层次层高Ｐik（kN）Ｖik（kN）（）总侧移（mm）53.68.928.9226.50.346.5143.69.6618.5826.50.706.1733.68.82924.4126.50.925.4723.68.4235.8326.51.354.5514.58.3344.1613.83.23.22.层间侧移δmax==3.76mm其中0.85为位移放大系数相对侧移△=δmax/n==<3.顶点侧移侧移△==8.04相对侧移==<满足要求4.水平风载作用下框架层间剪力图3.22水平风载作用下框架层间剪力43 金陵科技学院学士学位论文第3章框架内力计算表3.22各层楼反弯点位置层次柱别Kd2y2d3y3y0y5边框0.99-0100.350.35中柱1.673-0100.380.384边框0.9910100.400.40中柱1.67310100.4340.4343边框0.9910100.450.45中柱1.67310100.480.482边框0.99101.2500.500.50中柱1.673101.2500.500.501边框1.4290.80-00.610.61中柱2.4140.80-00.550.55图3.23风载作用框架弯矩（kN.m）43 金陵科技学院学士学位论文第3章框架内力计算图3.24风载作用框架梁剪力、轴力层次柱别Ｍ下Ｍ上节点左右两线刚度比过跨梁端弯矩中跨梁端弯矩风载下梁端剪力边跨梁端中弯矩左架右架ＶAＶB左ＶB右5边柱-8.82-4.750.008.82-2.48-1.008中柱-11.49-7.051.456.814.69-2.48-4.264边柱-17.06-11.40.0021.81-6.9-2.31中柱-22.0-16.61.4517.1911.86-6.19-7.063边柱-20.4-16.70.0031.83-9.09-3.2中柱-26.4-24.61.4525.4517.55-9.09-15.82边柱-27.3-27.250.0044-12.77-3.78中柱-37.26-37.261.4536.4725.15-12.77-22.81边柱-35.36-55.340.0062.63-18-5.93中柱-48.6-59.41.4550.8135.04-18-31.8表3.23风载作用下梁端，跨中弯矩和剪力43 金陵科技学院学士学位论文第3章框架内力计算表3.24风载作用下柱轴力层次柱别Ｍ下Ｍ上风载作用下梁端剪力柱轴力ＶAＶB左ＶB右ＮAＮB5边柱-4.75-8.82-2.48-2.48中柱-7.05-11.49-2.48-4.261.784边柱-11.4-17.06-6.19-8.76中柱-16.6-22.0-6.19-7.062.653边柱-16.7-20.43-9.09-17.76中柱-24.36-26.4-9.09-15.939.492边柱-27.25-27.3-12.77-30.53中柱-37.25-37.26-12.77-22.819.521边柱-55.34-35.38-18-48.53中柱-59.4-48.6-18-31.833.3表3.25风载作用下框架柱剪力及柱端弯矩层次h（m）Ｖk（kN）柱别Ｖi”ＶiyＭ上Ｍ下53.68.9226.5边柱11.2-3.770.35-8.82-4.57中柱15.3-5.150.38-11.49-7.0543.618.5826.5边柱11.2-7.90.40-17.06-11.4中柱15.3-10.720.43-22.00-16.633.624.4126.5边柱11.2-10.320.45-20.43-16.7中柱15.3-14.10.48-26.4-24.3623.635.8326.5边柱11.2-15.140.50-27.3-27.25中柱15.3-20.70.50-37.26-37.2614.544.1613.8边柱6.3-20.160.61-35.38-55.34中柱7.5-240.55-48.6-59.43.4地震作用下横向框架的内力计算0.5（雪+活）重力荷载作用下横向框架的内力计算按《抗震规范》，计算重力荷载代表值时，顶层取用雪荷载，其它各层取用活荷载。当雪荷载与活荷载相差不大时，可近似按满跨活荷载布置。横梁线荷载计算顶层横梁：雪载边跨0.65×4.5×0.5=1.46kN/m中间跨0.65×2.4×0.5=0.78kN/m二～四层横梁：活载边跨9.0kN/m×0.5=4.5kN/m中间跨5.7kN/m×0.5=2.85kN/m43 金陵科技学院学士学位论文第3章框架内力计算纵梁引起柱端附加弯矩：（本例中边框架纵梁偏向外侧，中框架纵梁偏向走廊）顶层外纵梁:MA4=–MD4=0.5×0.65×4.5/2×4.5/2×0.075=1.65×0.075=0.12kN.m楼层外纵梁:MA1=–MD1=0.5×2×4.5/2×4.5/2×0.075=5.06×0.075=0.38kN.m顶层中纵梁:MB4=–MC=–0.5×0.65×[4.5/2×4.5/2+（4.5+4.5–2.4）/2×2.4/2]×0.075=–2.93×0.075=–0.23kN.m楼层中纵梁:MB1=–MC1=–0.5×2×[4.5/2×4.5/2+（4.5+4.5–2.4）/2×2.4/2]×0.075=–9.02×0.075=–0.7kN.m计算简图图3.25固端弯矩顶层横梁：A5B5=-B5A5=-q（1-+）=-（1-2+）=-3.38kN.mB5D5=-=-0.78=-0.30kN.m43 金陵科技学院学士学位论文第3章框架内力计算D5B5=-=-0.78=-0.18kN.m二至四层横梁：BA1B1=-BA1B1=q（1-）=-（1-2+）=-10.42kN.mB1D1=-=-2.85=-1.08kN.mD1B1=-=-2.85=-0.65kN.m不平衡弯矩ＭA5=A5B5+A5=-3.38+0.12=-3.26kN.mＭA1=ＭA2=ＭA3=ＭA4=A1B1+A1=-10.42+0.38=-10.04kN.mＭB4=B4A4+B4+B4D4=3.38-0.23-0.3=2.85kN.mＭB1=ＭB2=ＭB3=ＭB4=B1D1+B1+B1A1=10.42-0.7-1.08=8.64kN.m弯矩分配计算（采用迭代法）弯矩分配过程如图3.26,0.5（雪十活）作用下梁，柱弯矩见图3.27梁剪力，柱轴力见图3.28。根据所求出的梁端弯矩，再通过平衡条件，即可求出0.5（雪十活）作用下的梁剪力，柱轴力计算过程见表3.26-表3.29。43 金陵科技学院学士学位论文第3章框架内力计算图3.260.5（雪+活）作用下迭代计算43 金陵科技学院学士学位论文第3章框架内力计算图3.270.5（雪+活）作用下杆端弯矩（kN,m）图3.280.5（雪+活）作用下框架柱轴力、梁剪力（根据对称只算AB、BC跨）（kN）43 金陵科技学院学士学位论文第3章框架内力计算表3.260.5（雪十活）作用下AB跨梁端剪力标准值层q（）a(m)L（m）u=（L-a）ＭABＭBAＭiＷAＶB51.462.256.32.96-2.242.8870.1032.857-3.03644.52.256.39.112-8.519.370.1378.975-9.2534.52.256.39.11-8.789.4230.1029.008-9.21424.52.256.39.11-8.6610.310.2638.847-9.37514.52.256.39.11-8.159.090.1498.961-9.261表3.270.5（雪十活）作用下BC跨梁端剪力标准值层q（）L（m）（kN）ＶB=(kN)ＶC=(kN)50.782.40.4680.468-0.46842.852.41.711.71-1.7132.852.41.711.71-1.7122.852.41.711.71-1.7112.852.41.711.71-1.71表3.280.5（雪十活）作用下AB跨跨中弯矩（kN.m）层q（）a(m)L（m）u=（L-a）q/2ＭAB∑Mik/LＶ1/AM51.462.256.32.96-2.240.1032.857-3.6544.52.256.39.11-8.510.1378.975-10.234.52.256.39.11-8.780.1029.008-10.0324.52.256.39.11-8.660.2368.847-9.6414.52.256.39.11-8.150.1498.961-10.5表3.290.5（雪十活）作用下柱轴力标准值层横梁端部压力边柱（A轴）中柱（B轴）52.8571.654.5073.5312.856.3848.9755.0618.54210.968.6419.639.0085.0632.6110.9248.6419.628.8475.0646.51711.0858.6419.718.9615.0660.5410.9718.6419.643 金陵科技学院学士学位论文第3章框架内力计算表3.30地震作用下横向框架柱剪力及柱端弯矩层次层间剪力总剪力柱别DiＶiyhＭ下Ｍ上5937.38937.38边柱11.2778.6-13.480.353.6-16.98-31.54中柱15.3-18.420.38-25.2-41.114642.771580.15边柱11.2778.6-22.120.403.6-31.9-47.78中柱15.3-31.60.434-49.37-64.843498.152078.3边柱11.2778.6-29.10.453.6-47.14-57.62中柱15.3-41.60.48-71.88-77.882353.532431.8边柱11.2778.6-34.050.53.6-61.29-61.29中柱15.3-48.60.5-87.48-87.481225.982657.8边柱11.2409.6-37.210.615.2-118.03-75.46中柱15.3-53.20.55-152.15-124.5注：地震作用下按倒三角分布水平力考虑，根据对称只算A、B轴。表3.31地震作用下梁端弯矩层次柱别Ｍ下Ｍ上节点左右线刚度比边跨梁端弯矩中跨梁端弯矩地震作用下梁端剪力边跨梁跨中弯矩柱轴力ＮA柱轴力ＮB左梁右梁ＶAＶB左ＶB右5边柱-16.98-31.540.0031.54-8.8-3.82-8.8中柱-25.2-41.111.4523.6216.77-8.8-15-6.24边柱-31.9-47.780.0064.76-18.5-6.55-27.28中柱-49.37-64.841.4551.6936.73-18.5-32.7-14.273边柱-47.14-57.620.0089.52-25.8-8.25-53.08中柱-71.88-77.881.4573.1051.93-25.8-46.3-20.52边柱-61.29-61.290.00108.4-31.7-8.58-84.78中柱-87.48-87.481.4591.5565.04-31.7-58-26.31边柱-75.46-75.460.00136.8-41-7.6-125.8中柱-152.15-124.51.45121.886.51-41-773643 金陵科技学院学士学位论文第3章框架内力计算图3.29地震作用框架弯矩（kN.m）图3.30地震作用框架梁剪力、柱轴力（kN）43 金陵科技学院学士学位论文第4章框架内力组合第4章框架内力组合表4.1弯矩调幅计算荷载类型杆件跨向弯矩标准值调幅调幅后弯矩标准值ＭloＭroＭ0βＭlＭrＭ恒载顶层AB-51.77-50.8162.080.9-46.59-45.7355.87BC-15.2-15.25.580.9-13.68-13.685.022四层AB-57.6-48.7737.690.9-51.84-43.8933.92BC-11.04-11.040.2890.9-9.94-9.940.26三层AB-43.67-47.2645.420.9-39.3-42.5340.88BC-8.65-8.650.9660.9-7.785-7.7850.869二层AB-44.05-47.7444.980.9-39.65-4340.48BC-8.65-8.650.9690.9-7.79-7.790.87一层AB-31.45-44.1853.070.9-28.31-39.7647.76BC-9.93-9.932.2490.9-8.94-8.942.024活载（a）顶层AB-1.78-3.96.750.9-1.602-3.516.08BC-1.23-1.23-1.230.9-1.107-1.107-1.107四层AB-1.3-3.16-2.2450.9-1.17-2.844-2.02BC-1.97-1.971.990.9-1.77-1.771.79三层AB-17.93-19.269.670.9-16.14-17.33417.7BC-3.12-3.12-3.120.92.8082.8082.808二层AB-0.29-2.38-1.330.9-0.261-2.142-1.197BC-0.76-0.762.5230.9-0.684-0.6842.27一层AB-17.43-19.0220.050.9-15.69-17.1218.05BC-3.38-3.38-3.380.9-3.04-3.04-3.04活载（b）顶层AB-5.51-5.564.070.9-4.96-5.0043.663BC-0.32-0.32-0.320.9-0.29-0.29-0.29四层AB-18.38-19.4519.350.9-16.54-17.5117.41BC-2.8-2.8-1.840.9-2.52-2.52-1.656三层AB-1.865-1.87-1.8730.9-1.679-1.683-1.686BC-0.85-0.852.430.9-0.77-0.772.187二层AB-18.13-19.0919.660.9-16.32-17.1817.69BC-3.02-3.02-3.020.9-2.72-2.72-2.72一层AB-0.98-1.67-1.330.9-0.882-1.503-1.197BC-1.12-1.122.160.9-1.008-1.0081.944活载（c）顶层AB-5.512-5.374.160.9-4.96-4.833.74BC-0.4-0.4-0.40.9-0.36-0.36-0.36四层AB-18.09-20.4190.9-16.28-18.3617.1BC-4.51-4.51-1.230.9-4.06-4.06-1.107三层AB-2.3-1.17-2.870.9-2.07-1.053-2.58BC0.910.910.910.90.8190.8190.819二层AB-18.35-20.1518.990.9-16.52-18.1417.09BC-4.68-4.68-1.40.9-4.212-4.212-1.2698 金陵科技学院学士学位论文第4章框架内力组合一层AB-0.98-0.67-1.1380.9-0.882-0.603-1.024BC0.590.5410.540.90.4860.4860.486活载（d）顶层AB-0.54-6.63.770.9-4.536-5.943.39BC-0.99-0.99-0.170.9-0.891-0.891-0.153四层AB-19.3-20.918.170.9-17.37-18.8116.35BC-4.09-4.09-0.8340.9-3.68-3.68-0.75三层AB-19.9-22.3217.170.9-17.91-20.0915.45BC-3.98-3.98-0.70.9-3.58-3.58-0.63二层AB-20.01-21.517.50.9-18.01-19.3515.75BC-3.78-3.78-0.5020.9-3.402-3.402-0.45一层AB-19.25-20.4518.410.9-17.33-18.4116.57BC-4.44-4.44-1.1620.9-3.996-3.996-1.04605（雪载+活载）顶层AB-2.24-2.8873.650.9-2.02-2.63.29BC-0.57-0.57-0.090.9-0.513-0.513-0.081四层AB-8.51-9.3710.20.9-7.66-8.4339.18BC-1.94-1.94-0.010.9-1.75-1.75-0.009三层AB-8.78-9.42310.030.9-7.9-8.489.027BC-1.9-1.9-0.170.9-1.711.71-0.153二层AB-8.66-10.329.640.9-7.794-9.2888.676BC-1.56-1.560.170.9-1.404-1.4040.153一层AB-8.15-9.09110.50.9-7.335-8.189.45BC-2.19-2.19-0.460.9-1.971-1.9710.414一般组合采用三种组合形式即可（1）可变荷载效应控制时：1.2恒K+1.4活K1.2恒K+0.9（活k+风K）×1.4（2）永久荷载效应控制时：1.35恒k+0.7×1.4活k≈1.35恒k+活K考虑地震作用的组合见表4.4,表4.5。98 金陵科技学院学士学位论文第4章框架内力组合表4.2横向框架梁内力组合（一般组合）(单位M:kN.m;v:kN)杆件跨向截面内力荷载种类内力组合1.35恒+活恒载活荷载活载最大值风载1.2恒+1.4活1.2恒+0.9（1.4活+1.4风）abCd左风右风左风右风顶层横梁AB跨梁左端M-46.59-1.602-4.96-4.96-4.54-4.968.82-8.82-62.85-49.81-74.5-67.86V57.354.234.5624.5964.324.596-2.482.4875.2571.4977.7482.02跨中M55.876.083.663.743.396.081.008-1.00875.5675.9773.4381.50梁右端M-45.73-3.51-5.04-4.83-5.94-5.94-6.816.81-63.19-70.94-53.78-67.68V-57.05-4.91-4.58-4.544-4.82-4.91-2.482.48-75.33-77.77-71.52-81.93BC跨梁左端M-13.68-1.107-0.29-0.36-0.89-1.1074.69-4.69-17.97-11.9-23.72-19.58V10.660000.9110.911-4.264.2614.078.5719.31-17.56跨中M5.022-1.107-0.29-0.36-0.15-1.107004.484.634.635.67梁右端M-13.68-1.107-0.29-0.36-0.89-1.1074.69-4.69-17.97-11.9-23.72-19.58V-10.66000-0.911-0.911-4.264.26-14.07-19.3-8.57-15.3四层横梁AB跨梁左端M-51.84-1.17-16.54-16.28-17.37-17.3721.81-21.81-86.53-56.6-111.57-87.35V47.89-0.318.0517.8517.9718.05-6.196.1982.7472.4188.0182.7跨中M33.92-2.0217.4117.116.3517.412.31-2.3165.0865.5559.7363.2梁右端M-43.89-2.844-17.51-18.36-18.81-18.81-17.1917.19-78.12-98.03-54.7-78.06V-45.090.3-18.39-18.59-18.47-18.59-6.196.19-80.134-85.3-69.73-79.46BC跨梁左端M-9.94-1.17-2.52-4.06-3.68-4.0611.86-11.86-17.61-2.1-31.98-17.48V8.513.65403.6453.6453.645-7.067.0615.3155.923.715.14跨中M0.26-1.77-1.656-1.12-0.75-1.7700-2.17-19.18-19.18-1.42梁右端M-9.941.79-2.52-4.06-3.68-4.0611.86-11.86-17.61-2.1-31.99-17.48V-8.51-3.6450-3.645-3.645-3.645-7.067.06-15.32-23.7-5.9-15.1398 金陵科技学院学士学位论文第4章框架内力组合杆件跨向截面内力荷载种类内力组合1.35恒+活恒载活荷载活载最大值风载1.2恒+1.4活1.2恒+0.9（1.4活+1.4活）abCd左风右风左风右风三层横梁AB跨梁左端M-39.3-16.14-1.679-2.07-17.91-17.9131.83-31.83-72.23-29.62-109.8-70.97V45.9218.01-0.001-0.1817.8418.01-9.099.0980.3266.3489.2580跨中M40.8817.7-1.686-2.5815.4517.73.2-3.273.8475.3967.3372.89梁右端M-42.53-17.331.683-1.05-20.09-20.09-25.4525.45-79.16-108.42-44.28-77.51V-47.26-18.430.0010.18-18.6-18.6-9.099.09-82.75-93.48-70.57-82.4BC跨梁左端M-7.7852.808-0.770.819-3.58-3.8517.55-17.55-14.737.914-36.3-14.36V8.5103.64503.6453.645-15.815.815.32-5.134.7115.13跨中M0.8622.8082.1870.819-0.632.808004.974.574.573.97梁右端M-7.7852.808-0.770.819-3.58-3.5817.55-17.55-14.358.26-35.97-14.1V-8.510-3.6450-3.645-3.645-15.815.815.32-34.715.10-15.13二层横梁AB跨梁左端M-39.65-0.261-16.32-16.62-18.01-18.0144-44-72.79-14.95-125.8-71.54V45.9-0.3318.0717.9317.9818.07-12.7712.7780.3861.7693.9480跨中M40.48-1.19717.6917.0915.7517.693.78-3.7873.3475.6366.1072.34梁右端M-43-2.142-17.18-18.14-19.35-19.35-36.4736.47-78.69-121.93-30.03-77.4V-47.280.33-18.37-18.51-18.46-18.51-12.7712.77-82.65-96.15-63.97-82.34BC跨梁左端M-7.79-0.684-2.72-4.21-3.40-4.2125.15-25.15-15.2417.04-46.34-14.7V8.513.64503.6453.6453.645-22.822.815.31511.2818.3315.13跨中M0.872.27-2.72-1.26-1.052.27004.223.9043.9043.44梁右端M-7.79-0.684-2.72-4.21-3.4-4.2125.15-25.15-15.2417.04-46.34-14.73V-8.51-3.6450-3.645-3.645-3.645-22.822.8-15.32-43.513.92-15.1398 金陵科技学院学士学位论文第4章框架内力组合杆件跨向截面内力荷载种类内力组合1.35恒+活恒载活荷载活载最大值风载1.2恒+1.4活1.2恒+0.9（1.4活+1.4活）abcd左风右风左风右风一层横梁AB跨梁左端M-28.31-15.69-0.88-0.88-17.33-17.3362.63-62.63-58.2323.14-134.68-55.5V44.4717.97-0.11-0.0518.0318.03-181878.6153.498.7678.06跨中M47.7618.05-1.2-1.0216.5718.055.93-5.9382.5887.5372.5882.53梁右端M-39.76-17.12-1.50-0.6-18.41-18.41-50.8150.81-73.49-93.66-48.3-72.09V-48.71-18.470.110.05-18.41-18.47-1818-84.31-104.4-59.04-84.23BC跨梁左端M-8.94-3.04-1.00.486-3.996-3.99635.04-35.04-16.3228.39-59.91-16.07V8.5103.64503.6453.645-31.831.815.32-25.2654.8715.13跨中M2.04-3.041.950.486-1.046-3.0400-1.808-1.38-1.38-0.29梁右端M-8.94-3.04-1.00.486-3.996-3.99635.04-35.04-16.3228.39-59.9-16.07V-8.510-3.6450-3.645-3.645-31.831.8-15.33-54.8725.26-15.13续表4.2横向框架梁内力组合（一般组合）98 金陵科技学院学士学位论文第4章框架内力组合杆件跨向截面内力荷载种类内力组合1.35恒+活|Mmax|及相应的NNmin及相应的MNmax及相应的M恒载活荷载活载最大值风载1.2恒+1.4活1.2恒+0.9（1.4活+1.4活）abcd左风右风左风右风顶层柱A柱柱顶M31.511.595.325.324.855.32-8.828.8245.2633.4055.6347.8755.6333.4047.87N122.36.767.097.136.857.13-2.482.48156.7152.62158.9172.24158.9152.6172.24柱底M24.32-1.169.939.738.029.93-4.754.7543.0935.7147.6842.7647.6835.7142.76N144.86.767.097.136.857.13-2.482.48183.7179.6185.87202.61185.87179.6202.61B柱柱顶M-31.22-2.48-5.06-4.78-3.87-5.06-11.4911.49-44.55-58.32-29.36-47.21-58.32-29.36-47.21N126.213.3913.0613.0214.214.2-1.781.78171.3167.09171.57184.57167.09171.57184.57柱底M-10.360.627-9.05-8.12-6.64-9.05-7.057.05-25.10-32.72-14.95-23.03-32.72-14.95-23.03N148.713.3913.0613.0214.214.2-1.781.78198.32194.09198.57214.9194.09198.57214.9四层柱A柱柱顶M18.662.747.687.5810.4810.48-17.0617.0637.0614.157.0935.6757.0914.135.67N226.616.5935.2735.1134.9535.27-8.678.67321.3305.43327.28341.18327.28305.43341.18柱底M20.048.820.831.039.779.77-11.411.437.7321.9950.7236.8350.7221.9936.83N249.116.5935.2735.1134.9535.27-8.678.67348.29332.43354.28371.56354.28332.43371.56B柱柱顶M-14.86-1.86-6.8-6.33-8.75-8.75-2222-30.08-56.58-11.37-28.8-56.58-11.37-28.8N249.835.3750.0853.8954.9654.96-2.652.65376.7365.67372.34392.19365.67372.34392.19柱底M-16.8-8.06-0.55-0.93-8.7-8.7-2222-32.34-58.84-3.4-31.38-58.84-3.4-31.38N272.335.3750.0853.8954.9654.96-2.652.65403.70392.67399.34422.56392.67399.34422.56表4.3横向框架柱内力组合（一般组合）(单位M:kN.m;v:kN)98 金陵科技学院学士学位论文第4章框架内力组合续表4.3横向框架柱内力组合（一般组合）杆件跨向截面内力荷载种类内力组合1.35恒+活|Mmax|及相应的NNmin及相应的MNmax及相应的M恒载活荷载活载最大值风载1.2恒+1.4活1.2恒+0.9（1.4活+1.4活）abcd左风右风左风右风三层柱A柱柱顶M20.988.341.061.279.379.37-20.4320.4338.2911.2462.7237.6962.7211.2437.69N328.944.7345.445.0562.9262.92-17.7617.76482.8451.6496.3506.9496.3451.6506.9柱底M21.020.88.27.579.269.26-16.716.738.1915.8557.9337.6457.9315.8537.64N351.444.7345.445.0562.9262.92-17.7617.76509.8478.6523.3537.31523.3478.6537.31B柱柱顶M-17.8-7.46-0.86-1.17-8.21-8.21-26.426.4-32.85-64.971.56-32.24-64.971.56-32.24N375.672.4372.3572.3495.8395.83-9.499.49584.9559.5583.4602.89559.5583.4602.89柱底M-16.9-0.3-7.42-6.82-7.76-7.76-24.3624.36-31.14-60.750.636-30.58-60.750.636-30.58N39872.4372.3572.3495.8395.83-9.499.49611.76586.3610.3633.13586.3610.3633.13二层柱A柱柱顶M20.431.319.169.999.979.99-27.327.338.52.771.537.5771.52.737.57N431.254.5273.673.1191.0391.03-30.5330.53644.88593.67670.60673.15670.60593.67673.15柱底M19.669.272.372.5110.7810.78-27.2527.2538.682.8471.537.371.52.8437.3N453.754.5273.673.1191.0391.03-30.5330.53671.88620.67697.6703.5697.6620.67703.5B柱柱顶M-18.67-0.44-7.86-7.22-8.56-8.56-37.2637.26-34.4-80.1413.76-25.2-80.1413.76-25.2N501.494.37109.4113.1136.6136.6-19.5219.52792.92945.91601.68813.49945.91601.68813.49柱底M-20.3-7.98-1.76-2.3-9.7-9.7-37.2537.25-37.94-83.5210.35-12.8-83.5210.35-12.8N523.994.37109.4113.1136.6136.6-19.5219.52819.92776.2825.39843.86776.2825.39843.8698 金陵科技学院学士学位论文第4章框架内力组合续4.3横向框架柱内力组合（一般组合）杆件跨向截面内力荷载种类内力组合1.35恒+活|Mmax|及相应的NNmin及相应的MNmax及相应的M恒载活荷载活载最大值风载1.2恒+1.4活1.2恒+0.9（1.4活+1.4活）abcd左风右风左风右风底层柱A柱柱顶M9.257.39-1.39-1.247.717.71-35.8235.8221.89-24.3265.9520.265.95-24.3220.2N532.182.6283.683.18119.2119.2-48.5348.53805.4727.56849.8837.5849.8727.56837.5柱底M4.663.7-0.7-0.623.853.85-55.3455.3410.98-59.2980.1710.1480.17-59.2910.14N554.682.6283.683.18119.2119.2-48.5348.53832.4754.56876.8867.9876.8754.56867.91V-2.682.13-0.4-0.36-2.22-2.22-20.1620.16-6.3-31.419.39-5.819.39-31.4-5.8B柱柱顶M-10.3-6.861.861.09-4.85-6.86-48.648.6-21.95-82.240.24-20.75-82.240.24-20.75N628.6131.5131.5131.7177.3177.3-33.333.31002.5935.710201026935.710201026柱底M-5.15-3.440.930.27-2.42-3.44-59.459.4-11-85.3664.33-10.39-85.3664.33-10.39N651.1131.5131.5131.7177.3177.3-33.333.31030962.810471056962.810471056V2.97-1.98-0.54-0.261.4-1.98-24240.792-29.1731.32.03-29.1731.32.0398 金陵科技学院学士学位论文第4章框架内力组合杆件跨向截面内力荷载种类内力组合恒载0.5（雪+活）地震作用1.2（恒+0.5（雪+活））+1.3地震作用向左向右向左向右顶层横梁AB跨梁左端M-46.59-2.0231.54-31.54-9.13-107.53V57.352.857-8.88.858.5283.68跨中M55.873.293.82-3.8275.7966.03梁右端M-45.73-2.6-23.6223.62-88.7-27.29V-57.05-3.063-8.88.8-83.6-60.7BC跨梁左端M-13.68-0.51316.77-16.774.77-38.83V10.660.468-1515-61.4632.85跨中M5.022-0.0810.000.005.9295.929梁右端M-13.68-0.513-16.7716.77-38.834.77V-10.66-0.468-1515-32.856.15五层横梁AB跨梁左端M-51.84-7.6664.76-64.7612.78-155.6V47.898.975-18.4818.4844.2192.26跨中M33.929.186.55-6.5560.2443.21梁右端M-43.89-8.43-51.6951.69-1304.41V-45.09-9.25-18.4818.48-89.23-41.2BC跨梁左端M-9.94-1.7536.73-36.7333.7--61.78V8.511.71-32.7532.75-30.354.84跨中M0.26-0.0090.000.000.30.3梁右端M-9.94-1.75-36.7336.73-61.7833.72V-8.51-1.71-32.7532.75-54.830.3四层横梁AB跨梁左端M-39.3-7.989.52-89.5259.74-173.02V45.929.008-25.825.832.3799.45跨中M40.889.0278.25-8.2570.649.16梁右端M-42.53-8.48-73.1073.10-157.1232.94V-47.26-9.214-25.825.8-101.3-34.21BC跨梁左端M-7.785-1.7151.93-51.9356.12-78.9V8.511.71-46.346.3-47.9372.45跨中M0.862-0.5130.000.000.420.42梁右端M-7.7851.71-51.9351.93-74.860.21V-8.51-1.71-46.346.3-72.4547.93表4.4横向框架梁内力组合（考虑地震组合）98 金陵科技学院学士学位论文第4章框架内力组合续4.4横向框架梁内力组合（考虑地震组合）杆件跨向截面内力荷载种类内力组合恒载0.5（雪+活）地震作用1.2（恒+0.5（雪+活））+1.3地震作用向左向右向左向右三层横梁AB跨梁左端M-39.65-7.794108.43-108.4384.03-197.9V45.98.847-31.731.724.49106.9跨中M40.488.6768.58-8.5870.1447.8梁右端M-43-9.288-91.5591.55-103.96-21.54V-47.28-9.261-31.731.7-109.1-26.6BC跨梁左端M-7.79-1.40465.04-65.0473.52-95.6V8.511.71-5858-63.1487.664跨中M0.870.5130.000.001.65961.6596梁右端M-7.79-1.404-65.0465.04-95.584873.5192V-8.51-1.71-5858-87.66463.136二层横梁AB跨梁左端M-28.31-7.335136.75-136.75135.001-220.549V44.478.961-414110.8172117.4172跨中M47.769.457.6-7.678.53258.772梁右端M-39.76-8.18-121.8121.8-215.868100.812V-48.71-9.261-4141-122.865-16.265BC跨梁左端M-8.94-1.97186.51-86.5199.37-125.56V8.511.71-7777-87.836112.364跨中M2.040.4140.000.002.94482.9448梁右端M-8.94-1.971-86.5186.51-125.5699.37V-8.51-1.71-7777-112.36487.83698 金陵科技学院学士学位论文第4章框架内力组合杆件跨向截面内力荷载种类内力组合±|Mmax|及相应的NNmin及相应的MNmax及相应的M恒载0.5（雪+活）地震作用1.2（恒+0.5（雪+活））+1.3地震作用向左向右向左向右顶层柱A柱柱顶M31.512.12-31.5431.54-0.6581.3981.39-0.6581.39N122.34.507-8.88.8140.73163.6163.6140.73163.6柱底M24.323.52-16.9816.9811.3355.4855.4811.3355.48N144.84.507-8.88.8167.73190.6190.6167.73190.6B柱柱顶M-31.22-2.08-41.1141.11-93.4013.48-93.4013.4813.48N126.26.38-6.26.2151.03167.16151.03167.16167.16柱底M-10.36-3.05-25.225.2-48.8516.67-48.8516.6716.67N148.76.38-6.26.2178194.16178194.16194.16四层柱A柱柱顶M18.664.61-47.7847.78-34.1990.0490.04-34.1990.04N226.618.54-27.2827.28258.70329.63329.63258.70329.63柱底M20.044.28-31.931.9-12.2970.6570.65-12.2970.65N249.118.54-27.2827.28285.7356.6356.6285.7356.6B柱柱顶M-14.86-3.69-64.8464.84-106.662.03-106.662.0362.03N249.825.98-14.2714.27312.4349.5312.4349.5349.5柱底M-16.8-3.68-49.3749.37-88.7639.61-88.7639.6139.61N272.325.98-14.2714.27339.38376.48339.38376.48376.48三层柱A柱柱顶M20.984.1-57.6257.62-44.8105.105.-44.8105.N328.932.61-53.0853.08364.8502.8502.8364.8502.8柱底M21.023.885-47.1447.14-31.491.1791.17-31.491.17N351.432.61-53.0853.08774.35912.36912.36774.35912.36B柱柱顶M-17.8-3.12-77.8877.88-126.376.14-126.376.1476.14N375.645.58-20.520.5478.76532.06478.76532.06532.06柱底M-16.9-2.56-71.8871.88-116.870.09-116.870.0970.09N39845.58-20.520.5505.6558.9505.6558.9558.9表4.5横向框架柱内力组合（考虑地震荷载）98 金陵科技学院学士学位论文第4章框架内力组合杆件跨向截面内力荷载种类内力组合±|Mmax|及相应的NNmin及相应的MNmax及相应的M恒载0.5（雪+活）地震作用1.2（恒+0.5（雪+活））+1.3地震作用向左向右向左向右二层柱A柱柱顶M20.434.39-61.2961.29-49.893109.46109.46-49.893109.46N431.246.52-84.7884.78463.05683.48683.48463.05683.48柱底M19.665.11-61.2961.29-49.953109.40109.40-49.953109.40N453.746.52-84.7884.78490.05710.47710.47490.05710.47B柱柱顶M-18.67-2.93-87.4887.48-139.6487.80-139.6487.8087.80N501.465.28-26.326.3645.8714.2645.8714.2714.2柱底M-20.3-3.94-87.4887.48-142.8184.64-142.8184.6484.64N523.965.28-26.326.3672.8741.2672.8741.2741.2一层柱A柱柱顶M9.252.64-75.4675.46-83.83112.37112.37-83.83112.37N532.160.54-125.78125.78547.65874.68874.68547.65874.68柱底M4.661.32-118.03118.03-146.26160.62160.62-146.26160.62N554.660.54-125.78125.78574.65901.68901.68574.65901.68V-2.68-0.7637.21-37.2144.25-52.5-52.544.25-52.5B柱柱顶M-10.3-2.25-124.5124.5-176.9146.8-176.9146.8146.8N628.684.88-3636809.37902.97809.37902.97902.97柱底M-5.15-1.12-152.15152.15-205.31190.27-205.31190.27190.27N651.184.88-3636836.37929.97836.37929.97929.97V2.970.6553.2-53.276.288-6276.288-62-62注:表中画横线数值用于基础抗震设计中98 金陵科技学院学士学位论文第4章框架内力组合98 金陵科技学院学士学位论文第5章截面设计第5章截面设计经查《抗震规范》知本设计例题框架的抗震等级是三级，所以在计算地震作用下梁、柱的配筋时需要对梁、柱内力进行调整。为了增大梁“强剪弱弯”的程度，抗震设计中，一、二、三级的框架梁，其梁端截面组合的剪力设计值应按下式调整：弯矩组合设计值：例如二层横梁AB左右端剪力、计算如下：梁左端：梁右端：取梁端顺时针或逆时针方向弯矩组合的绝对值大者计算梁端剪力。其余梁端剪力计算过程略，具体计算结果见表5-4。为了满足和提高框架结构“强柱弱梁”程度，在抗震设计设计中采用增大柱端弯矩设计值的方法，一、二、三级框架的梁柱节点处，除框架顶层和柱轴压比小于0.15者及框支梁与框支柱的节点外，柱端组合的弯矩设计值应符合下式要求：例如二层A柱下端和底层A柱上端弯矩，计算过程如下：考虑地震组合时二层横梁AB左端弯矩最大值为180.32，上下柱端的弯矩设计值按柱线刚度分配，二层A柱下端弯矩，底层A柱上端弯矩。将表4-6中相应弯矩数据改成以上数据即可。其余节点计算过程略，具体计算结果见表5-8、表5-9、表5-1098 金陵科技学院学士学位论文第5章截面设计表5.1横梁AB、BC跨正截面受弯承载力计算层混凝土强度等级b×h(mm2)截面位置组合内力柱边截面弯矩(kN·m)h0(mm)ξ　(mm2)　实际选用(mm2)备注M(kN·m)V(kN)顶层C30250×600A4支座-74.577.74-55.075600.0490.050278316，As=603ξ﹤0.35跨中81.50　81.505600.0730.071394316，As=603ξ﹤0.35B4支座左-60.68-81.93-81.165600.0720.075417216，As=402ξ﹤0.35250×400B4支座右-23.7219.31-18.893600.0410.042150216，As=402ξ﹤0.35跨中5.67　5.673600.0120.01242.9316，As=603ξ﹤0.35C4支座左-23.72-8.57-25.863600.0560.058207216，As=402ξ﹤0.35五层C30250×600A3支座-111.5788.01-89.575600.0800.083461418，As=1017ξ﹤0.35跨中65.08　65.085600.0580.056311318，As=763ξ﹤0.35B3支座左-54.7-69.73-72.135600.0640.066367318，As=763ξ﹤0.35250×400B3支座右-31.9823.7-26.053600.0560.058207318，As=763ξ﹤0.35跨中-2.17　-2.173600.0050.00517218，As=509ξ﹤0.35C3支座左-31.99-5.9-33.463600.0720.075268318，As=763ξ﹤0.35二层C30250×600A1支座-134.6898.76-109.985600.0980.103572420，As=1256ξ﹤0.35跨中72.58　72.585600.0650.063350320，As=942ξ﹤0.35B1支座左-48.3-59.04-63.055600.0560.058322320，As=942ξ﹤0.3598 金陵科技学院学士学位论文第5章截面设计250×400B1支座右-59.9154.87-46.193600.1000.106378320，As=942ξ﹤0.35跨中-1.808　-1.8083600.0040.00420220，As=628ξ﹤0.35C1支座左-59.925.26-53.583600.1160.124443320，As=942ξ﹤0.35注：正截面受弯承载力计算时，负弯矩处按矩形截面计算，正弯矩处按T形截面计算。表5.2横梁AB、BC跨正截面抗震验算层砼强度等级b×h(mm2)截面位置组合内力柱边截面弯矩(kN·m)h0(mm)ξ(mm2)　实际选用(mm2)备注M(kN·m)V(kN)顶层C30250×600A4支座-107.583.68-86.60.755600.0580.060333318，As=763安全跨中66.03　66.030.755600.0440.043239318，As=763安全B4支座左-27.29-60.7-42.460.755600.0280.028155218，As=509安全250×400B4支座右-38.8332.85-30.610.753600.0500.051182218，As=509安全跨中5.929　5.9290.753600.0100.01035318，As=763安全C4支座左4.776.156.30.753600.0100.01035218，As=509安全五层C30250×600A3支座-155.692.26-132.50.755600.0890.093517420，As=1256安全跨中43.21　43.210.755600.0290.029161320，As=942安全B3支座左4.41-41.2-5.890.755600.0040.00422320，As=942安全250×400B3支座右-61.7854.84-480.753600.0780.081289320，As=942安全跨中0.3　0.30.7536000220，As=628安全C3支座左33.7230.341.290.753600.0670.065232320，As=942安全C30250×600A1支座-220.55117.4-191.20.755600.1280.137761422，As=1520安全98 金陵科技学院学士学位论文第5章截面设计二层跨中58.77　58.770.755600.0390.038211322，As=1140安全B1支座左100.81-16.396.730.755600.0650.063350322，As=1140安全250×400B1支座右-125.56112.4-97.450.753600.1580.173618322，As=1140安全跨中3　30.753600.0050.00517222，As=760安全C1支座左99.3787.84121.30.753600.1960.180643322，As=1140安全注：正截面抗震验算时，负弯矩处按矩形截面计算，正弯矩处按T形截面计算。梁内纵筋由抗震设计要求控制。表中空格处表示按抗震计算的配筋小于按抗弯承载力计算的配筋，取抗弯承载力的配筋。表5.3横梁AB、BC跨斜截面受剪承载力计算层次混凝土强度等级b×h(mm2)斜截面位置组合内力V(kN)h00.25βcfcbh0(kN)0.7ftbh0(kN)选用箍筋(双肢)(kN)备注顶层C30250×600A4支座77.74560500.5140.148@100211安全B4支座左-81.93　560500.5140.148@100211安全250×400B4支座右19.31360321.7590.098@100135安全C4支座左-8.57360321.7590.098@100135安全四层C30250×600A3支座88.01560500.5140.148@100211安全B3支座左-69.73560500.5140.148@100211安全250×400B3支座右23.7360321.7590.098@100135安全C3支座左-5.9　360321.7590.098@100135安全98 金陵科技学院学士学位论文第5章截面设计二层C30250×600A1支座98.76560500.5140.148@100211安全B1支座左-59.04　560500.5140.148@100211安全250×400B1支座右54.87360321.7590.098@100135安全C1支座左25.26360321.7590.098@100135安全表5.4横梁AB、BC跨斜截面受剪抗震验算层砼强度等级b×h(mm2)斜截面位置（kN）(kN·m)组合内力V(kN)h0(kN)(kN)选用箍筋双肢(kN)备注顶层C30250×600A4支座72.2571.3784.71560667112.118@100281.68B4支座左72.1471.3784.6560667112.118@100281.68250×400B4支座右13.3541.9730.4536042972.078@100181.08C4支座左13.3541.9730.4536042972.078@100181.08四层C30250×600A3支座68.24142.793.17560667112.118@100281.68B3支座左65.21142.790.14560667112.118@100281.6898 金陵科技学院学士学位论文第5章截面设计250×400B3支座右12.2695.551.1736042972.078@100181.08C3支座左12.2695.551.1736042972.078@100181.08二层C30250×600A1支座64.47350.8125.7560667112.118@100281.68B1支座左69.57350.87130.8560667112.118@100281.68250×400B1支座右12.26224.9330.4536042972.078@100181.08C1支座左12.26224.9330.4536042972.078@100181.08表5.5框架柱正截面压弯承载力计算(|Mmax|)柱类别层次砼强度b×hlolo/h柱截面组合内力eoeaeiei/hoζcη(mm2)(m)Mmax(kN·m)N(kN)(mm)(mm)(mm)A柱顶层C30500×5004.509上端55.63158.935020.003700.811.001.059下端47.68185.8725720.002770.611.001.07二层C30500×5004.509上端37.57673.155620.00760.171.001.289下端37.3703.55320.00730.161.001.34底层C30500×5005.2010.4上端65.95849.87820.00980.221.001.4810.4下端80.17876.89120.001110.241.001.41B柱顶层C30500×5004.509上端58.32167.0934920.003690.811.001.059下端32.72194.0916920.001890.421.001.10二层C30500×5004.509上端71.5670.6010720.001270.281.001.169下端71.5697.610220.001220.271.001.1798 金陵科技学院学士学位论文第5章截面设计底层C30500×5005.2010.4上端82.2935.78820.001080.241.001.4310.4下端85.36962.88920.001090.241.001.42表5.6框架柱正截面压弯承载力计算(|Mmax|)eN-Nb判断破坏类型小偏压As=As"大偏压X=2as"选用钢筋(mm2)备注(mm)(kN)ξ(mm2)ξ575-1511大偏压　177　0.04890218,As=As"=509ρ＞0.2%482-1484大偏压　90.66　0.05790218,As=As"=509ρ＞0.2%281-996小偏压0.52　500　90218,As=As"=509ρ＞0.2%278-965.5小偏压0.52　500　90218,As=As"=509ρ＞0.2%303-819.2大偏压　500　0.26190218,As=As"=509ρ＞0.2%316-792.2大偏压　5000.027　90　218,As=As"=509ρ＞0.2%574-1501大偏压　185　0.1290218,As=As"=509ρ＞0.2%394-998大偏压　500　0.0690218,As=As"=509ρ＞0.2%332-971.4大偏压　500　0.20690218,As=As"=509ρ＞0.2%327-893大偏压　500　0.21490218,As=As"=509ρ＞0.2%98 金陵科技学院学士学位论文第5章截面设计313-873小偏压0.59　500　90　218,As=As"=509ρ＞0.2%314-872.2小偏压0.58　50090　218,As=As"=509ρ＞0.2%表5.6框架柱正截面压弯承载力计算(Nmin)柱类别层次砼强度b×hlolo/h柱截面组合内力eoeaeiei/hoζcηe(mm2)(m)Mmax(kN·m)N(kN)(mm)(mm)(mm)(mm)A柱顶层C30500×5004.509上端33.40152.621920.002390.531.001.084449下端35.71179.619920.002190.481.001.09424二层C30500×5004.509上端2.7593.67520.00250.051.004.612309下端2.84620.67520.00250.051.004.61230底层C30500×5005.2010.4上端24.32727.563320.00530.121.002.1425810.4下端59.29754.567920.00990.221.001.47304B柱顶层C30500×5004.509上端29.36171.5717120.001910.421.001.1063969下端14.95198.577520.00950.211.001.2430098 金陵科技学院学士学位论文第5章截面设计二层C30500×5004.509上端13.76601.682320.00430.091.001.782489下端10.35825.391320.00330.071.002.39238底层C30500×5005.2010.4上端40.2410203920.00590.131.001.9726410.4下端64.3310476120.00810.181.001.62286续表5.6框架柱正截面压弯承载力计算(Nmin)N-Nb判断破坏类型小偏压As=As"大偏压X=2as"选用钢筋(mm2)备注(kN)ξ(mm2)ξ-1443大偏压　180　0.04790218,As=As"=509ρ＞0.2%-1489大偏压　230　0.05590218,As=As"=509ρ＞0.2%-1075不破坏（按构造配筋）500　90218,As=As"=509ρ＞0.2%-1048.33不破坏（按构造配筋）500　90218,As=As"=509ρ＞0.2%-941不破坏（按构造配筋）500　90218,As=As"=509ρ＞0.2%-914不破坏（按构造配筋）500　90　218,As=As"=509ρ＞0.2%-1497不破坏（按构造配筋）500　90218,As=As"=509ρ＞0.2%-1470不破坏（按构造配筋）500　90218,As=As"=509ρ＞0.2%-1067不破坏（按构造配筋）500　90218,As=As"=509ρ＞0.2%-843.61不破坏（按构造配筋）500　90218,As=As"=509ρ＞0.2%98 金陵科技学院学士学位论文第5章截面设计-649不破坏（按构造配筋）　500　90　218,As=As"=509ρ＞0.2%-622不破坏（按构造配筋）　500　90　218,As=As"=509ρ＞0.2%表5.7框架柱正截面压弯承载力计算(Nmax)柱类别层次砼强度b×hlolo/h柱截面组合内力eoeaeiei/hoζ2η(mm2)(m)Mmax(kN·m)N(kN)(mm)(mm)(mm)A柱顶层C30500×5004.509上端47.87172.2427820.002980.651.001.069下端42.76202.6121120.002310.511.001.08二层C30500×5004.509上端37.57673.155620.00760.171.001.329下端37.3703.55320.00730.161.001.34底层C30500×5005.2010.4上端20.2837.52420.00440.101.002.5710.4下端10.14867.911220.000.070.091.004.15B柱顶层C30500×5004.509上端47.21184.5725620.002760.611.001.079下端23.03214.910720.001270.281.001.16998 金陵科技学院学士学位论文第5章截面设计二层C30500×5004.509上端25.2813.493120.00510.111.001.5859下端12.8843.861520.00350.081.002.208底层C30500×5005.2010.4上端20.7510261320.00330.071.001.5510.4下端10.3910561020.00300.071.001.63续表5.7框架柱正截面压弯承载力计算(Nmax)eN-Nb判断破坏类型小偏压As=As"大偏压X=2as"选用钢筋(mm2)备注(mm)(kN)ξ(mm2)ξ503-1496大偏压　108.520.05390218,As=As"=509ρ＞0.2%436-1466不破坏（按构造配筋）　50090218,As=As"=509ρ＞0.2%281-995.85不破坏（按构造配筋）　500　90218,As=As"=509ρ＞0.2%278-965.5不破坏（按构造配筋）　50090218,As=As"=509ρ＞0.2%249-831.5不破坏（按构造配筋）　500　90218,As=As"=509ρ＞0.2%237-801.09不破坏（按构造配筋）　500　90　218,As=As"=509ρ＞0.2%98 金陵科技学院学士学位论文第5章截面设计481-1484大偏压　88.790.05790218,As=As"=509ρ＞0.2%332-1454不破坏（按构造配筋）　50090218,As=As"=509ρ＞0.2%256-855.51不破坏（按构造配筋）　500　90218,As=As"=509ρ＞0.2%240-825.14不破坏（按构造配筋）　500　90218,As=As"=509ρ＞0.2%238-643不破坏（按构造配筋）　500　90　218,As=As"=509ρ＞0.2%235-613不破坏（按构造配筋）500　90　218,As=As"=509ρ＞0.2%表5.8框架柱正截面压弯抗震验算(Mmax)柱类别层次砼强度b×hlolo/h柱截面组合内力轴压比γREeoeaeiei/hoζcη(mm2)(m)Mmax(kN·m)N(kN)(mm)A柱顶层C30500×5004.509上端81.39163.60.0460.75497205171.1411.039下端55.48190.60.0530.75291203110.6811.06二层C30500×5004.509上端109.46683.480.1910.80160201800.4011.119下端109.40710.470.1990.80154201740.3811.1198 金陵科技学院学士学位论文第5章截面设计底层C30500×5005.2010.4上端112.37874.680.2450.80128201480.3311.2910.4下端160.62901.680.2520.80178201980.4411.21B柱顶层C30500×5004.509上端93.40151.030.0420.75618206381.4011.029下端48.851780.050.75274202940.6511.06二层C30500×5004.509上端139.6645.80.1810.80216202360.5211.099下端142.81672.80.1880.80212202320.5111.09底层C30500×5005.2010.4上端176.9809.370.2260.80219202390.5311.1710.4下端205.3836.370.2340.80245202650.5811.15续表5.8框架柱正截面压弯抗震验算(Mmax)eN-Nb(kN)判断破坏类型小偏压ξAs=As"(mm2)大偏压ξX=2as"选用钢筋备注(mm)(mm2)722-1505大偏压　345.82　0.0590418,As=As"=1017ρ＞0.2%516-1478.4大偏压　136.88　.05990418,As=As"=1017ρ＞0.2%385-985.52按构造配筋　500　90　418,As=As"=1017ρ＞0.2%379-958.53按构造配筋　500　90418,As=As"=1017ρ＞0.2%353-794.32按构造配筋　500　90418,As=As"=1017ρ＞0.2%403-767.32按构造配筋　500　90　418,As=As"=1017ρ＞0.2%843-1517.97大偏压　443.06　0.04690418,As=As"=1017ρ＞0.2%98 金陵科技学院学士学位论文第5章截面设计499-1491大偏压　110　0.05590418,As=As"=1017ρ＞0.2%441-1023.2大偏压　141　0.19990　418,As=As"=1017ρ＞0.2%437-996.2大偏压　126　0.20790418,As=As"=1017ρ＞0.2%444-859.63大偏压　186　0.24990418,As=As"=1017ρ＞0.2%470-832.63大偏压　339　0.25790　418,As=As"=1017ρ＞0.2%注：按柱实际配筋（As+As’+As侧）计算的总配筋率，0.7%<ρ=(254.5×8)/(500×500)×100%<5%所以满足要求。表5.9框架柱正截面压弯抗震验算(Nmin)柱类别层次砼强度b×hlolo/h柱截面组合内力轴压比γREeoeaeiei/hoζ2η(mm2)(m)　Mmax(kN·m)N(kN)(mm)A柱顶层C30500×5004.509上端0.65140.730.0390.75520250.0514.619下端11.33167.730.0470.756820880.1911.26二层C30500×5004.509上端49.893463.050.130.80108201280.2811.169下端49.953490.050.1370.80102201220.2711.17底层C30500×5005.2010.4上端83.83547.650.1530.80153201730.3811.2498 金陵科技学院学士学位论文第5章截面设计10.4下端146.26574.650.1610.80255202750.6011.14B柱顶层C30500×5004.509上端13.48167.160.0470.7581201010.2211.229下端16.67194.160.0540.7586201060.2311.10二层C30500×5004.509上端87.80714.20.20.801231431430.3111.149下端84.64741.20.2070.80114201340.2911.15底层C30500×5005.2010.4上端146.8902.970.2530.80163201830.4011.2310.4下端190.27190.270.0530.8010002010202.2411.03续表5.9框架柱正截面压弯抗震验算(Nmin)eN-Nb(kN)判断破坏类型小偏压ξAs=As"(mm2)大偏压ξX=2as"选用钢筋备注(mm)(mm2)230-1528不破坏（按构造配筋）　500　90418,As=As"=1017ρ＞0.2%293-1501.2不破坏（按构造配筋）　500　90418,As=As"=1017ρ＞0.2%333-1206不破坏（按构造配筋）　500　90　418,As=As"=1017ρ＞0.2%327-1178.9不破坏（按构造配筋）　500　90418,As=As"=1017ρ＞0.2%378-1121.35不破坏（按构造配筋）　500　90418,As=As"=1017ρ＞0.2%480-1094大偏压　272.5　0.17790　418,As=As"=1017ρ＞0.2%98 金陵科技学院学士学位论文第5章截面设计306-1501.8不破坏（按构造配筋）　500　90418,As=As"=1017ρ＞0.2%311-1474.84不破坏（按构造配筋）　500　90418,As=As"=1017ρ＞0.2%348-954.8不破坏（按构造配筋）　500　90　418,As=As"=1017ρ＞0.2%339-927.8不破坏（按构造配筋）　500　90418,As=As"=1017ρ＞0.2%388-766.03不破坏（按构造配筋）　500　90418,As=As"=1017ρ＞0.2%1225-1478.7大偏压　1050　0.05890　418,As=As"=1017ρ＞0.2%注：按柱实际配筋（As+As’+As侧）计算的总配筋率，0.7%<ρ=(254.5×8)/(500×500)×100%<5%所以满足要求。表5.10框架柱正截面压弯抗震验算(Nmax)柱类别层次砼强度b×hlolo/h柱截面组合内力轴压比γREeoeaeiei/hoζ2η(mm2)(m)　Mmax(kN·m)N(kN)(mm)A柱顶层C30500×5004.509上端81.39163.60.0460.75497205171.1411.039下端55.48190.60.0530.75291203110.6811.06二层C30500×5004.509上端109.46683.480.1910.80160201800.5611.119下端109.40710.470.1990.80154201740.3811.12C30500×5005.2010.4上端112.37874.680.1990.80154201740.3811.1298 金陵科技学院学士学位论文第5章截面设计底层10.4下端160.62901.680.2520.80178201980.4411.212B柱顶层C30500×5004.509上端13.48167.160.0470.7581201010.2211.229下端16.67194.160.0540.7586201060.2311.21二层C30500×5004.509上端87.80714.20.20.80123201430.3111.149下端84.64741.20.2070.80114201340.2911.159底层C30500×5005.2010.4上端146.8902.970.2530.80163201830.4011.2310.4下端190.27929.970.260.80205202250.4911.18续表5.10框架柱正截面压弯抗震验算(Nmax)eN-Nb(kN)判断破坏类型小偏压ξAs=As"(mm2)大偏压ξX=2as"选用钢筋备注(mm)(mm2)722-1505.4大偏压　346　0.0590418,As=As"=1017ρ＞0.2%516-1478.4大偏压　137　0.05990418,As=As"=1017ρ＞0.2%385-985不破坏（按构造配筋）　500　90　418,As=As"=1017ρ＞0.2%379-958.53不破坏（按构造配筋）　500　90418,As=As"=1017ρ＞0.2%379-958.53不破坏（按构造配筋）　500　90418,As=As"=1017ρ＞0.2%98 金陵科技学院学士学位论文第5章截面设计403-767.32不破坏（按构造配筋）　500　90　418,As=As"=1017ρ＞0.2%306-1501.84不破坏（按构造配筋）　500　90418,As=As"=1017ρ＞0.2%311-1474.84不破坏（按构造配筋）　50090418,As=As"=1017ρ＞0.2%348-954.8不破坏（按构造配筋）　500　90　418,As=As"=1017ρ＞0.2%339-927.8不破坏（按构造配筋）　500　90418,As=As"=1017ρ＞0.2%388-766.03不破坏（按构造配筋）　500　　90418,As=As"=1017ρ＞0.2%430-739.03大偏压　1260.28690　418,As=As"=1017ρ＞0.2%注：按柱实际配筋（As+As’+As侧）计算的总配筋率0.7%<ρ=(254.5×8)/(500×500)×100%<5%，所以满足要求98 金陵科技学院学士学位论文第5章截面设计由内力计算可知,本工程柱各截面的剪力设计值甚小，故不进行斜截面承载力计算，箍筋按抗震构造要求配置。箍筋形式采用菱形复合箍，直径均采用Φ8，计算柱加密区配箍率为0.98%，满足抗震要求。本工程计算多遇地震作用下横向框架的层间弹性侧移。对于钢筋混凝土框架θe取1/550。表5.11层间弹性侧移验算层次h(m)Vi(kN)(kN/mm)(mm)(mm)53.6937.38778.61.206.5543.61580.15778.62.036.5533.62078.3778.62.676.5523.62431.83778.63.126.5515.22657.8409.66.519.45通过以上计算结果看出，各层层间弹性侧移，均满足规范要求，即Δue≤[θe]h。98 金陵科技学院学士学位论文第6章楼梯设计6楼梯设计本例题工程采用现浇钢筋混凝土板式楼梯，设计混凝土强度等级为C30，梯板钢筋为HPB300钢，梯梁钢筋为HRB335钢。活荷载标准值为2.5KN/M2，楼梯栏杆采用金属栏杆楼。图6.1楼梯平面布置图6.2踏步装修做法6.1梯段板设计6.1.1荷载计算板厚取ι0/30，ι0为梯段板跨度=300×11+500+200/2=390098 金陵科技学院学士学位论文第6章楼梯设计板厚h=ι0/30=3900/30=130，取140。α=arctan150/300=26.57ocosα=0.894。取1m宽板带为计算单元。踏步板自重（0.1565+0.3065）/2×0.3×1×25/0.3×1.2=6.95kN/m踏步地面重（0.3+0.15）×0.02×1×20/0.3×1.2=0.72kN/m地板抹灰重0.336×0.02×1×17/0.3×1.2=0.46kN/m栏杆0.1×1.2=0.12kN/m活载1×0.3×2.5/0.3×1.4=3.50kN/m11.75kN/m6.1.2内力计算Mmax==1/10×11.75×3.9217.87kN·mVmax=ιcosα=1/2×11.75×3.9×0.894=20.48kN6.1.3配筋计算板的有效高度＝ｈ－20＝140－20＝120mm混凝土抗拉强度设计值，钢筋抗拉强度设计值＝270　　查表得选用Φ10＠100，梯段板抗剪，因为0.7＝0.7×1.43×1000×120＝120120N＞20.48kN，满足抗剪要求，支座构造配Φ10@200.6.2休息平台板计算按简支板计算一板宽１ｍ为计算单元，计算跨度近似取ｌ＝2500－200/2＝2400mm98 金陵科技学院学士学位论文第6章楼梯设计板厚取100ｍｍ6.2.1荷载计算面层　　　0.02×1×20×1.2＝0.48kN/m板自重　　　0.1×1×0.25×1.2＝3.0kN/m板底粉刷　　0.02×1×17×1.2＝0.408kN/m活载　　　　　2.5×1×1.4＝3.50kN/mΣ＝7.388kN/m6.2.2内力计算　　　＝1/10×7.388×2.42＝4.26kN/m6.2.3配筋计算　　查表得　选用Φ8＠150，6.3梯段梁TL1计算截面高度ｈ＝L/12＝1/12×4500＝375取400mm高，宽取200mm6.3.1荷载计算　梯段板传11.75×3.675／2＝21.95kN/m休息平台板传　7.388×2.4／2＝8.87kN/m梁自重　　0.20×0.4×1.05×1.2×25＝2.52kN/mΣ＝32.98kN/m6.3.2内力计算kN/m6.3.3配筋计算板的有效高度＝ｈ－20＝400－35＝365mm　　查表得98 金陵科技学院学士学位论文第6章楼梯设计选用320，0.5×32.98×4.5＝74.21kN·m＝0.25×１×14.3×200×365＝260975＝260.98kN>＝0.7×1.43×200×365＝73073＝73.07>只配置箍筋，计算。按构造要求，选Φ6＠150双肢箍筋＝73073＋1.25×210×2×28.3/150×365＝109226.25N=109.2kN＞＝66.11kN满足要求。98 金陵科技学院学士学位论文第7章现浇楼板设计7现浇楼面板设计图7.1楼面板布置示意图本例题工程楼盖均为整体现浇，楼盖布置示意图如上所示。根据楼面结构布置情况，楼面板均为双向板，板厚h≥L/50=4500/50=90mm,本工程教室部分取120mm，h0=100mm,走廊部分取100mm，h0=80mm。本工程楼板按弹性理论方法计算内力，并考虑活荷载不利布置的影响。7.1楼面板计算7.1.1跨中最大弯矩将总荷载q=g+p分成两部分：根据楼面结构布置情况，楼面均为双向板，板厚h≥L/50=90mm,本工程教室部分取120mm，120-20=100mm。走廊部分取100mm。100-20=80mm。7.1.2求支座终点最大弯矩教室部分：恒载设计值g=3.692×1.2=4.43活载设计值p=2×1.4=2.8走廊部分：恒载设计值g=3.192×1.2=3.83活载设计值p=2.5×1.4=3.5故教室部分：q=4.43+2.8=7.23则q=4.43+1.4=5.83=0.5×2.8=1.498 金陵科技学院学士学位论文第7章现浇楼板设计故走廊部分：q=3.83+3.5=7.33则=3.83+3.5×0.5=5.58=0.5×3.5=1.75钢筋混凝土泊比μ可取1/6.7.1.3A区格⑴求跨内最大弯矩作用下查表，得μ=0时=0.0314×5.83×4.5×4.5=3.707kN·m=0.0118×5.88×4.5×4.5=1.393kN·m换算成μ=1/6时，得：=3.707+1/6×1.393=3.939kN·m=1.393+1/6×3.707=2.011kN·m作用下查表，得μ=0时;=0.0461×1.4×4.5×4.5=1.179kN·m=0.0177×1.4×4.5×4.5=0.502kN·m换算成μ=1/6时，得：=1.179+1/6×0.502=1.263kN·m=0.502+1/6×1.179=0.699kN·m叠加后：=3.939+1.263=5.202kN·m=2.011+0.699=2.71kN·m⑵求支座中点固端弯矩q作用下查附表：==-0.0725×7.23×4.5×4.5=-10.615kN·m==-0.0568×7.23×4.5×4.5=-8.316kN·m98 金陵科技学院学士学位论文第7章现浇楼板设计7.1.4D区格⑴求跨内最大弯矩作用下查表，得μ=0时=0.0076×5.58×2.7×2.7=0.309kN·m=0.0367×5.58×2.7×2.7=1.493kN·m换算成μ=1/6时，得：=0.309+1/6×1.493=0.5578kN·m=1.493+1/6×0.309=1.545kN·m作用下查表，得μ=0时;=0.0242×1.75×2.7×2.7=0.309kN·m=0.082×1.75×2.7×2.7=1.046kN·m换算成μ=1/6时，可利用公式得：=0.309+1/6×1.046=0.48kN·m=1.046+1/6×0.309=1.098kN·m叠加后：=0.5578+0.48=1.0378kN·m=1.545+1.098=2.643kN·m⑵求支座中点固定弯矩q作用下查表得：=-0.0571×7.33×2.7×2.7=-3.05=-0.0793×7.33×2.7×2.7=-4.2表7.1板跨中配筋计算截面位置98 金陵科技学院学士学位论文第7章现浇楼板设计M5.2022.711.03782.6430.0540.0280.01120.040ξ0.0550.0280.01120.04025112841146实配钢筋Φ8@125=402Φ8@125=402Φ8@125=402Φ8@125=402表7.2支座配筋计算截面位置X向Y向[A][D][A][D]M10.6153.058.3164.20.1110.0400.0870.053ξ0.1180.0400.0910.054539146416205实配钢筋Φ10@125=628Φ8@125=402Φ10@125=628Φ8@125=4027.2屋面板计算图7.2屋面板布置示意图7.1楼面板计算7.1.1跨中最大弯矩98 金陵科技学院学士学位论文第7章现浇楼板设计将总荷载q=g+p分成两部分：根据楼面结构布置情况，楼面均为双向板，板厚h≥L/50=90mm,本工程教室部分取120mm，120-20=100mm。走廊部分取100mm。100-20=80mm。7.1.2求支座终点最大弯矩教室部分：恒载设计值g=4.87×1.2=5.84活载设计值p=0.5×1.4=0.7走廊部分：恒载设计值g=4.37×1.2=5.24活载设计值p=0.5×1.4=0.7故教室部分：q=5.84+0.7=6.54则=5.84+0.35=6.19=0.5×0.7=0.35故走廊部分：q=5.244+0.7=5.94则=5.24+0.35=5.59=0.5×0.7=0.35钢筋混凝土泊比μ可取1/6.7.1.3A区格⑴求跨内最大弯矩作用下查表，得μ=0时=0.0314×6.19×4.5×4.5=3.94kN·m=0.0118×6.19×4.5×4.5=1.48kN·m换算成μ=1/6时，得：=3.94+1/6×1.48=4.19kN·m=1.393+1/6×3.707=2.01kN·m作用下查表，得μ=0时;=0.0461×0.35×4.5×4.5=0.33kN·m98 金陵科技学院学士学位论文第7章现浇楼板设计=0.0177×0.35×4.5×4.5=0.125kN·m换算成μ=1/6时，得：=0.33+1/6×0.125=0.35kN·m=0.125+1/6×0.33=0.18kN·m叠加后：=4.19+0.33=4.52kN·m=2.01+0.125=2.14kN·m⑵求支座中点固端弯矩q作用下查附表：==-0.0725×6.54×4.5×4.5=-9.6kN·m==-0.0568×6.54×4.5×4.5=-7.52kN·m7.1.4D区格⑴求跨内最大弯矩作用下查表，得μ=0时=0.0076×5.59×2.7×2.7=0.31kN·m=0.0367×5.59×2.7×2.7=1.49kN·m换算成μ=1/6时，得：=0.309+1/6×1.49=0.56kN·m=1.493+1/6×0.31=1.55kN·m作用下查表，得μ=0时;=0.0242×0.35×2.7×2.7=0.06kN·m=0.082×0.35×2.7×2.7=0.209kN·m换算成μ=1/6时，可利用公式得：=0.06+1/6×0.209=0.1kN·m=0.209+1/6×0.06=0.22kN·m98 金陵科技学院学士学位论文第7章现浇楼板设计叠加后：=0.56+0.1=0.66kN·m=1.55+0.22=1.77kN·m⑵求支座中点固定弯矩q作用下查表得：=-0.0571×5.94×2.7×2.7=-2.47kN·m=-0.0793×5.94×2.7×2.7=-3.43kN·m表7.1板跨中配筋计算截面位置M4.522.140.661.770.0320.0150.00720.019ξ0.03250.0150.00720.01915571.52790.6实配钢筋Φ8@200=251.5Φ8@200=251.5Φ8@200=251.5Φ8@200=251.5表7.2支座配筋计算截面位置X向Y向[A][D][A][D]M9.67.522.473.430.0670.0530.0270.037ξ0.0670.0530.0270.037320253102.96141实配钢筋Φ8@125=402Φ8@125=402Φ8@200=251Φ8@200=25198 金陵科技学院学士学位论文第8章基础设计8基础设计基础混凝土强度等级采用C30基础配筋采用HPB300,HRB335钢筋.室外高差为0.9m，基础埋置深度为2.1m.本设计中,横向各基础连在一起.在横向框架上,边柱为柱下独立基础,中柱为联合基础.故地下部分柱尺寸为600mm×600mm。地基承载力特征值为=200kPa。材料:混凝土C30钢筋HPB300HRB3358.1荷载计算基础承载力计算时，应采用荷载标准组合。恒K+0.9（活K+风K）或恒K+活K，取两者中较大值边柱柱底：MK=4.66+0.9×（3.85+55.34）=57.93kN·mNk=554.6+0.9×（119.2+48.53）=705.58kNVk=-2.68+0.9×（-2.22+20.16）=13.5kN中柱柱底：MK=-5.15-3.44=-8.59kN·mNk=651.1+177.3=828.4kNVk=2.97-1.98=0.99kN底层墙、基础连系梁传来荷载标准值（连系梁顶面标高同基础顶面）墙重±0.000以上：3.6×0.2×3.0=2.16kN/m(采用轻质填充砌块，γ=3.6kN/m3)±0.000以下：19×0.24×1.6=7.30kN/m(采用一般黏土砌，γ=19kN/m3)连梁重：（400×250）25×0.4×0.24=2.4kN/m∑=2.16+7.30+2.4=11.86kN/m∑=2.16+7.30+2.4=11.86kN/m柱A基础面：Fk=705.58+11.86×4.5=759kNMk=57.93+11.86×4.5×0.1+13.51×0.55=70.7kN·m柱Ｂ基础面：Fk=828.4+11.86×4.5=881.77kNMk=-8.59-11.86×4.5×0.1-0.99×0.55=-14.47kN·m8.2确定基地面积98 金陵科技学院学士学位论文第8章基础设计根据地质条件取1层作为持力层，设基础在持力层中的嵌固深度为0.1m，设天然地面绝对标高（6.720处）为室外地面，则室外埋深1.2m，室内埋深2.1m，（室内外高差0.9m），土层分布及埋深见图8-1图8.1土层分布及埋深1.A柱（1）初估基底尺寸由于基地尺寸未知，持力层土的承载力特征值先仅考虑深度修正，由于持力层为黏土故取γm=（17.2×1.0+18×0.2）/1.2=17.33kN/m3fa=fak+γm(d-0.5)=200+1.6×17.33×(1.2-0.5)=219.4kPaA≥=1.1×759/219.4-20×0.5×(2.1+1.2)=4.48m2设=1.2=1.93取b=2.2m,=2.6m(2)按持力层强度验算基地尺寸：基底形心处竖向力：∑Fk=759+20×2.2×2.6×0.5×（2.1+1.2）=917.4kN基底形心处弯矩：∑Mk=70.7kN·m98 金陵科技学院学士学位论文第8章基础设计偏心距：=0.077m<=0.43m917.4/(2.2×2.4)=191.13kPa0.5所以θ=23°软卧层顶面处附加应力：=817.6/（4.78×4.75）=36kPa=36+52.06=88.06kPa0.5所以θ=23°软卧层顶面处附加应力：=（107.19×5×2.8）/（8.82×6.62）=25.70kPa=25.70+54.36=80.06kPa181.25kN基础高度满足要求（3）配筋=162.93M1=1/48（L-ac）2（（+）（2b+bc）+（+）b）=1/48×（2.6-0.5）2×（（173.78+162.93）×（2×2.2+0.5）+（173.78-162.93）×2.2）=150.69kN·mAsI=MI/0.9h0=1228mm2选1212(1357mm2)98 金陵科技学院学士学位论文第8章基础设计MII=1/48（+）（b-bc）2(2L+ac)=1/48×（173.78+152.08）×(2.2-0.5)2×(2×2.6+0.5)=123.18kN·mAsII=MII/（0.9（h0-α））=1024mm2按构造钢筋间距要求配1412(1582mm2)3.（B-C）柱基基础高度H=0.55m（等厚）（1）基地净反力=F/Lb=(1120.04×2)/(5×2.8)=160kPa（2）冲切验算（计算简图见8-4）图8.4冲切验算计算简图要求≤0.7βhpumb0ac=bc=0.5mum=(ac+h0)×4=(0.5+0.505)×4=4.02mβhp=1.0,ft=1.43N/mm2=FB-(ac+2h0)2=1120.04-(0.5+2×0.505)2×160=755kN0.7βhpumb0=0.7×1.0×1.43×4.02×50598 金陵科技学院学士学位论文第8章基础设计=2032kN>所以满足要求（3）纵向内力计算b2.8×160=448kN/m，弯矩和剪力的计算结果见图8-5图8.5弯矩和剪力的计算结果（4）抗剪验算柱边剪力：Vmax=448×0.9=403.2kNβhs=1.00.7βhsbho=0.7×1.0×1.43×2.8×505=1415kN>Vmax满足要求。（5）纵向配筋计算板底层配筋：As=M/0.9h0=((448×1.15×(1.15/2))-18.98)/0.9×505×300=277.26/136350=2033mm2选14@200（6）横向配筋柱下等效梁宽为ac+2×0.75h0=0.5+2×0.75×0.505=1.26m柱边弯矩：M=FB/b×0.5×((b-bc)/2)2=1120.04/2.8×0.5×((2.8-0.5)/2)2=264.5kN·mAs=264500000/(0.9×(505-14)×300)=1995mm2选10@200（布置在柱下1.16m范围内）。98 金陵科技学院学士学位论文参考文献参考文献[1]李廉锟.结构力学（上下册）[M]北京：高等教育出版社，2010[2]刘鸿文.材料力学[M]北京：高等教育出版社，2010[3]丰定国.工程结构抗震[M]北京：地震出版社，2002[4]沈蒲生.混凝土结构设计原理[M]北京：高等教育出版社，2012[5]梁兴文、史庆轩主编.土木工程专业毕业设计指导[M]北京：科学出版社，2002[6]GB50011-2010，建筑抗震设计规范[S].[7]GB50007-2011,建筑地基基础计规范[S].[8]GB50009-2012,建筑结构荷载规范[S].[9]GB50104-2010,建筑制图标准[S].[10]GB50223-2008，建筑结构抗震设防分类标准[S].[11]GB50010-2010，混凝土结构设计规范[S].[12]姜学诗.房屋建筑学[M]北京：机械工业出版社，2009[13]徐秀丽.混凝土框架结构设计[M]北京：中国建筑工业出版社，2008[14]朱伯龙、张琨联.建筑结构抗震设计原理[M]上海：同济大学出版社，2008[15]赵明华.基础工程[M]北京：高等教育出版社，2003[16]邱洪兴.建筑结构设计[M]南京：东南大学出版社，2008[17]国振喜.简明钢筋混凝土结构构造手册[M]:机械工业出版社,2013[18]李必瑜、王雪松.房屋建筑学[M]武汉:武汉理工大学出版社,2008[19]框架结构计算分析与设计实例[M].北京:中国水利水电出版社,2008[20]杨志勇.土木工程专业毕业设计手册[M]武汉:武汉理工大学出版社,2003[21]姜学诗.混凝结构设计问答实录[M].北京：机械工业出版社,200998 金陵科技学院学士学位设计致谢致谢大学两年的时光如白驹过隙般匆匆而过，随着毕业设计的结束，我们的大学生涯已然画上句号。在这两年里，我学习了建筑结构设计的专业理论知识，又通过课程设计与或课外实践了解了专业的部分实际操作。“实践是检验真理的唯一标准”，因而此次毕业设计则是对我们两年所学的最好验证。因为它要求我们综合运用所学的知识，将理论联系实际，完成建筑从布置选型到结构设计的全过程。这次的毕业设计的确让我获益匪浅，不仅对专业知识有了深入认识，而且懂得灵活应用。拥有这样的进步，虽有个人的努力，但更重要的是有很多人的帮助，在此，我必须予以感激：毕业设计进程中，徐海生老师从选题、方案论证和设计计算等，一路给予我悉心的指导，不仅使我顺利完成了毕业设计，而且使我对建筑结构设计有了更深入的理解。在此，我必须向老师表示衷心的感谢！“冰冻三日非一日之寒”，这次毕业设计的完成也是要靠以往专业知识的积累，而这些知识都是各位任课老师的辛勤汗水所汇聚的，在此我郑重感谢各位老师的悉心教导与辛勤栽培！另外，我还得感谢陪我一路走来的同学们，他们一直和我一起努力，大家相互勉励、相互帮助，有了他们，我的大学生活才如此充实，如此精彩。我由衷的感谢你们的一路相伴！最重要的是，我要感谢我的父母，他们给予我生命，养育了我，让我有了受教育的机会，这份恩情是我终身难忘的，也是我需要一辈子去感激的！98'