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摘要由于框架结构的优点是建筑平面布置灵活，易于满足设置大空间的要求，立面处理也易于满足建筑艺术的要求，与其他结构相比，它是造价较低的一种结构体系。建筑物的外型由单一的矩形发展到了现在的L形、U形、弧形、原型等很多形状。建筑物的体型也由单一体型发展到了单元组合体型和复杂体型。因此，多层工业、民用和公共建筑均采用了框架结构体系。本设计主要对结构方案中横向第2榀框架进行了结构设计。在确定框架平面布置方式之后，首先进行了层间荷载标准值的计算，接着采用分层法计算得出竖向恒荷载和活荷载作用下的结构内力。然后，利用D值法求出在水平风荷载作用下的结构内力（弯矩、剪力、轴力）。其次，对各种情况下的内力进行了组合，选取最安全的结果进行框架梁、框架柱截面的配筋计算。然后，对浅基础的结构进行了设计。最后，利用PKPM和CAD软件绘制了框架结构的施工图。关键词：框架结构；分层法；浅基础；结构设计；配筋AbstractBecauseoftheadvantagesofframestructureofthebuildinglayoutisflexible,easytosatisfytherequirementssetlargespace,facadeprocessingalsoeasytomeetdemand,theartofarchitecture,framestructureisalowcoststructurecomparedwithotherstructures.ThefigurationofthebuildingchangesfromthesinglerectangulartoL-shaped,U-shaped,arc,prototypesetc.Thebodilyformchangesfromsinglebuildingtotheunitcombinationshapesizeandcomplexshape.Therefore,theframestructureisadoptedinmulti-layerindustrialandcivilandpublicbuildings.The11thhorizontalframestructureisdesignedinthisdesign.Afterdeterminingtheframelayouts,thestandardvaluesofloadsactingonthestructurearecalculatedfirstly.Thentheinternalforcesofthestructurecausedbyverticalconstantloadandliveloadarecalculatedbystratifiedsamplingmethod.Then,thestructuralinternalforces(moment,shearforceandaxialforce).duetohorizontalwindloadiscalculatedbyusingaDvaluemethod.Secondly,theinternalforcesundervariouscircumstancesarecombined.Thesecurityresultsareselectedtocalculatethereinforcementofframebeamsandframecolumn.Then,thestructureoftheshallowfoundationisdesigned.Finally,theshopdrawingoftheframestructureisdrawnbyPKPMandCADsoftware.Keywords：Framestructure；Layeringmethod；Shallowfoundation；StructureDesign；Reinforcement南京工业大学1目录一．结构选型与布置·························································1二．确定计算简图···························································22.1确定计算简图························································22.2梁柱截面尺寸························································22.3材料强度等级························································22.4荷载计算·····························································2三．框架内力计算··························································103.1恒载作用下框架内力················································103.2活载作用下框架内力················································143.3风荷载作用下内力计算··············································173.4地震作用下横向框架内力计算·······································20四．框架内力组合··························································27五．框架梁柱截面设计······················································32六．楼梯结构计算设计······················································506.1梯段板计算·························································506.2休息平台板计算·····················································51七．现浇楼面板设计························································527.1求支座中点最大弯矩················································527.2A区格·······························································527.3B区格·······························································53八．基础设计·······························································558.1荷载计算···························································558.2确定基础底面积·····················································568.3基础结构设计·······················································57参考文献···································································60南京工业大学2一．结构选型与布置题目：四川眉山市某中学实验教学楼设计柱网及现浇楼板的布置如图1-1所示。图1-1柱网及板的布置1.气象资料（1）基本风压值：W0=0.30KN/m2（2）基本雪压值：S0=0.55KN/m22.抗震设防烈度：7度(基本地震加速度为0.10g)3.荷载资料（1）教学楼楼面活载，查《建筑结构荷载规范》（GB50009-2012），确定楼面活载标准值为2.5KN/m2，教学楼走廊、楼梯楼面活载标准值为3.5KN/m2；（2）不上人屋面：活载标准值为0.7KN/m2；（3）屋面构造：35厚490×490的C20预制钢筋混凝土架空板、防水层、20厚1：3水泥砂浆找平层，现浇钢筋混凝土楼面板、12厚纸筋石灰粉平顶；（4）楼面构造：水泥楼面：10厚1：2水泥砂浆面层压实抹光、15厚1：3水泥砂浆找平层、现浇钢筋混凝土楼面板、12厚纸筋石灰粉平顶；（5）围护墙：围护墙采用200厚混凝土空心小砌块（容重2.36KN/m2），M5混合砂浆砌筑，双面粉刷（容重3.6KN/m2）。南京工业大学3二．确定计算简图2.1确定计算简图柱子底层高度h1=3.6+0.45+0.5=4.55m二~四层柱子高度h2~h4=3.6m。计算简图见图2-1。图2-1计算简图2.2梁柱截面尺寸（1）框架柱：由构造均定为500×500；（2）梁：横向框架梁AB跨，CD跨:250×800；BC跨：250×400框架纵梁250×600；次梁200×400。2.3材料强度等级混凝土：均采用C30级；受力钢筋采用HRB400级，箍筋采用HPB300钢筋。2.4荷载计算1.屋面横梁竖向线荷载标准值南京工业大学4a）恒载作用下结构计算简图b）活载作用下结构计算简图图2-2荷载计算简图（1）恒载（图2-2a）屋面恒载标准值35厚架空隔热板0.035×25=0.875KN/m2防水层0.4KN/m220厚1：3水泥砂浆找平层0.02×20=0.4KN/m2120（100）厚钢混凝土现浇板0.12×25=3KN/m2（AB，CD跨板厚取120，BC跨取100）（0.1×25=2.5KN/m2）12厚纸筋石灰粉平顶0.012×16=0.192KN/m2屋面恒载标准值4.87KN/m2（4.37KN/m2）梁自重边跨AB,CD跨：0.25×0.8×25=5KN/m梁侧粉刷：2×（0.8-0.12）×0.02×17=0.47KN/m5.47KN/m中跨BC跨：0.25×0.4×25=2.5KN/m梁侧粉刷：2×（0.4-0.1）×0.02×17=0.19KN/m2.69KN/m作用在顶层框架梁上的线恒荷载标准值为：梁自重：g4AB1=g4cd1=5.47KN/m，g4BC1=2.69KN/m板传来荷载：g4AB2=g4CD2=4.87×2.9=14.12KN/mg4BC2=4.37×3=13.11KN/m（2）活载（图2-2b）作用在顶层框架梁上的线活荷载标准值为：南京工业大学5q4AB=q4CD=0.7×2.9=2.03KN/mq4BC=0.7×3=2.1KN/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）厚钢混凝土现浇板0.12×25=3KN/m2（0.10×25=2.5KN/m2）12厚板底粉刷0.012×16=0.192KN/m2楼面恒载标准值：3.692KN/m2（3.192KN/m2）边跨（AB，CD跨）框架梁自重：5.47KN/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=5.47KN/mgBC=2.69KN/m板传来荷载：gAB2=gCD2=3.692×2.9=10.71KN/mgBC2=3.192×3.0=9.58KN/m（2）活载楼面活载：qAB=qCD=2.5×2.9=7.25KN/mqBC=3.5×3=10.5KN/m3.屋面框架节点集中荷载标准值（图1-4）（1）恒载边跨纵梁自重：0.25×0.6×7.2×25=27KN粉刷：2×（