大工《钢筋混凝土结构课程设计》-满分答案

大工《钢筋混凝土结构课程设计》-满分答案IntroductionThischapterprovidesabriefoverviewofthecoursedesign,includingthesizeofthewarehouse,thelayoutoftheplates,andotherdetails.1.BasicInformation1.1ProjectOverviewThewarehousefactoryhasadesignservicelifeof50years.Theresidentialareaadoptsbrick-concretestructure,andthefloorrequirestheuseofintegralone-wayribbedslab.Thewallthicknessis370mm,thecolumnisreinforcedconcretecolumn,andthecross-sectionalsizeis400mmx400mm.1.2DesignData(1)Thefloorplansizeis19.8mx33m,asshowninthefollowingfigure:Figure2.1FloorPlan(2)DetaileddrawingsandloadsofthefloorFigure2.2DetailedDrawingoftheFloor2.One-WayPlateStructureDesign2.1PlateDesignThissectionprovidesthereinforcementdesignoftheplatebasedontheknownloadconditionsandcalculatedaccordingtotheplastictheory.2.1.1LoadPermanentloadstandardvalueoftheplate:80mmcast-in-placereinforcedconcreteplate0.08x25=2kN/m20mmthickcementmortarsurface0.02x20=0.4kN/m20mmthickmixedmortarceilingbottom0.02x17=0.34kN/mSubtotal2.74kN/mUniformlydistributedliveloadstandardvalueoftheflooris7kN/mThepermanentloadpartialsafetyfactoristakenas1.2,andtheliveloadpartialsafetyfactoristakenas1.3duetotheliveloadstandardvalueoftheindustrialplantfloorexceeding4kN/m.Therefore,thetotalcalculatedloadvalueoftheplateis:①q=γGgk+φγQqk=1.2x2.74+0.7x1.3x7=9.658kN/m②q=γGgk+γQqk=1.2x2.74+1.3x7=12.388kN/mSince②>①,takeq=12.388kN/m,approximatelyq=12kN/m.2.1.2CalculationDiagramThesectionofthesecondarybeamis200mmx500mm,andthelengthofthesupportofthecast-in-placeplateonthewallisnotlessthan100mm.Takethelengthofthesupportoftheplateonthewallas120mm.Accordingtotheplasticinternalforceredistributiondesign,thecalculatedspanoftheplateis:Spanl=l/n+h/2=2200-100-120+80/2=2020mm<1.025l.本文介绍了一座建筑物的支座和次梁的设计。首先对支座进行了配筋设计，根据计算结果表明，支座截面的ξ均小于0.35，符合塑性内力重分布的原则；As/bh=246/（1000×80）=0.308%，此值大于0.45ft/fy=0.45×1.43/210=0.306%，同时大于0.2%，满足最小配筋率。接着对次梁进行了配筋设计，按塑性理论进行计算。荷载方面，考虑了永久荷载和可变荷载，计算得到荷载总设计值。内力方面，按等跨连续梁计算，得到了次梁弯矩和简力计算表。根据计算简图，主梁的中跨长度为6600mm，根据公式0.025ln=157mm＜a/2=185mm，取近似值l=6640mm。主梁的计算简图如图2.7所示。在计算内力时，需要遵循以下原则：当求某跨跨内最大正弯矩时，应在该跨布置活荷载，然后向左右两边每隔一跨布置活荷载；当求某支座最大(绝对值)负弯矩时，应在该支座左右两跨布置活荷载，然后每隔一跨布置活荷载；当求某跨跨内最大(绝对值)负弯矩时，则该跨不布置活荷载，而在左右相邻两跨布置活荷载，然后每隔一跨布置活荷载。在求某支座截面最大剪力时，活荷载的布置与求该截面最大负弯矩时相同。根据公式M=k1Gl+k2Ql，得到弯矩设计值M1,max=289.91kN·m，MB,max=-314.42kN·m，M2,max=144.27kN·m。根据公式V=k3G+k4Q，得到剪力设计值VA,max=130.99kN，VBl,max=-211.35kN，VBr,max=181.98kN。在配筋计算中，主梁应根据所求的内力进行正截面和斜截面承载力的配筋计算。跨中截面按T形截面考虑，支座截面按矩形截面考虑。对于正截面受弯承载力的计算，跨内按T形截面计算，翼缘计算宽度取较小值，即l3=2.2mm和b+sn=6m，得到b'f=2.2m。支座边的弯矩设计值MB取为MB,max。=220mm，b1=300mm，截面面积A1=66000mm2，选用双肢箍筋8@200，钢筋的截面积为Asv=1256mm2，取钢筋的屈服强度为fyv=210MPa，混凝土的抗拉强度ft=1.43MPa。根据规范公式计算得到梁的受弯承载力和斜截面受