混凝土结构与砌体结构习题与参考答案1

第13章单层厂房结构习题参考答案§13.1某单层单跨厂房，跨度18m柱距6m内有两台iot中级载荷状态的吊车，试求该柱承受的吊车竖向荷载Dnin、Dnax和横向水平荷载Tmax。起重机有关数据如下：吊车跨度LK=16.5m,吊车宽B=5.44m轮距K=4.4m,吊车总质量18.23t，额定起重量10t，最大轮压值Pmaxk=104.7KN。Pin,k(m1m22Q)gPmax,k(mQ)2Pmax,k(18.2310)210104.736.45kN查表，0.9，竖向反力影响线如图所示：则有：DmaxrQPmax,kyi0.561.64.960.91.4104.7(1-)6288.47kN1mink36.45…Dminmax-288.47100.4kNPmax,k104.75.44m4.4m5.44m4.4m1Tk(m2Q)g410.120.9(3.68410)103.69kNn6m6mDmax369288.4710.17kN104.7Tmax§13.2试用剪力分配法求图所示排架，在风荷载作用下各柱的内力。已知基本风压°0.45kN/m2，15m高处的z1.14（10m高z1.0），体形系数s示于图中。柱截面惯性距：I12.13109mm4,I214.38109mm4,I37.2109mm4,I419.5109mm4.上柱高3m,计算单元宽度取B=6m10.5解:1求q「q2线性差值：z1缶®510)1-°14q1ksz0B0.81.0140.4562.19kN/mq2ksz0B0.51.0140.4561.37kN/mq1rQq1k1.42.193.07kN/m()q2rQq2k1.41.371.92kN/m()2.高度取Wkq2m1一m2、m0*求W10.5+2.1=12.6m空卫(12.6151010)1.07[(0.80.5)h1(0.50.6帕z°B[1.32.10.11.2]1.070.4567.54KNWrQWk1.47.5410.56kN3.计算参数,nI1nA柱:12HuH込20.1514.38109B柱:忌029IsI4HuH7・20.3710919.50.294.在柱顶虚拟加不动铰支座查表计算：6.叠加两个受力状态3[17n1)]3[10.294(10.151)]8[13(!n1)]8[1310.293(0.151)]3[14(1n1)]3[10.294(10.371)]8[13(丄n1)]8[1310.293(0.371)]A柱：C11B柱：C110.340.36Raq1HC113.0710.50.3411()Rbq2HC111.9210.50.367.3()故:柱顶剪力Va,1Ra11()VB,1Rb7.3()5•撤消不动铰支座，反向施加支座反力。A柱:Co31(—1)n3310.29(0.152.641)B柱:Co33__r~10.293(—0.372.881)UaH3Ec1lC010.53Ec14.381092.64UbH3Ec11C010.539Ec19.5102.88所以分配系数:2.6414.382.6414.382.8819.50.40.6Va,2A(RARbW)0.4(117.310.56)11.54kN()VB,2B(RARbW)0.6(117.310.56)17.32kN()2.8819.52.6414.382.8819.5故，柱顶剪力:210.291VAVA,1Va,2VBVB,1VB,27.绘制弯矩图11.54110.54()17.327.310.02()A柱M图(KN-m)10.02KNB柱q1=1.92KN/m-m)§13.3如图所示排架，在A,B牛腿顶面作用有力矩M1和M2试求A,B柱的内力，已知：M仁153.2KN.MM2=131.0KN.M柱截面惯性距同上习题13-2。0八I1I3厂、M1M2I2I477777777解：1.计算参数,nI12.13109c’L90.15I214.3810Hu30.29H10.5nA柱：Bn柱：14Hu7.2109919.5100.37310.50.292.在柱顶虚拟加不动铰支座A柱：C31.53(11)n10.2921.53110.29(1)0.151.212B柱：C31.53(丄1)n1.510.293(11)0.371.32Ra故:RbM1百C3M1C3H153.210.5131.010.51.2117.65kN()1.3216.47kN()3.撤消不动铰支座,反向施加支座反力RaRb17.6516.471.18kN()°4B0.6所以:VaVb1.180.40.47kN(1.180.60.71kN(3.叠加内力VaVb0.4717.6516.470.7117.18()17.18()4.弯矩图:17.18KNM=131KN.m§13.4如图所示柱牛腿，已知竖向力设计值Fv324kN，水平拉力设计值Fh78kN，采用C20（抵1.54N/mm2）混凝土和HRB335级钢筋，试设计牛腿的纵向受力钢筋。（截面宽度b=400m（另加的条件））Fv=324KN解：•验算截面尺寸h080040760mmhsftkbh0(10.53Fvs0.5—h。0.8(10.51.544007600.5鬻397kNFvs324kN截面尺寸满足要求。•计算纵向受拉钢筋FvaA5O.85fyh01.2Fh3241032500.853007601.2U730mm2300选配418,As1017mm2△0.32%bh4008000.2%满足最小配筋要求。§13.5某单层厂房现浇柱下独立锥形扩展基础，已知由柱传来基础顶面的内力：N=920KNM=276KN.MV=25KN柱截面尺寸bh400mm600mm，地基承载力fa200kN/m2，基础埋深1.5m,基础采用C20混凝土，HPB235级钢筋,试设计此基础并绘制基础平面图，剖面和配筋图解:1.初步确定基础咼度和杯口尺寸取插入深度：600mm，故，杯口深度为60050650mm;杯口顶面尺寸：宽为400752550mm，长为600752750mm;杯壁厚度取为t200mm;杯底厚度取为a,200mm；其他截面尺寸：h2300mm；a2200mm；006051150m—b7fb所以，初步确定基础的高度为2.确定基础底面积60050200850mmF920200201.525.41m增加20%~40%初步选定尺寸为:B3.5m,l2m；A7m2lb223.52,3W4.1m66Grmbld203.521.5210kNFGMeVeh920210276250.85234kN/m2maxblW23.54.1FGMeVeh920210276250.8588.9kN/m2minblW23.54.1(1)Pmax234kN/m21.2fa240kN/m2(2)PmaxPmin23488.9161.4fa200kN/m222故，基础底面尺寸满足要求•验算基础高度地基净反力的计算。巳,maxPn,minFblFbl920276250.852203.9kN/m223.54.1920276250.85258.9kN/m23.54.1MeV』WMeVehWh055040510mm冲切面：bt4002275950mmbb95025101970mmbmbt2bb1.46m仅需对台阶下基础做冲切验算:冲切荷载计算面积:bhtbt・、2„A[(-h0)l(h°)]2222r/3.51.1520.95[(220.51)l(20.51)]21.33m2203.9RPsAPnmaxA203.91.33271.2kNFiPsAPn,maxA203.91.33271.2kN0.7ftbmh°0.71.11.46510573.3kNFl271.2kN故，基础高度满足抗冲切承载力的要求。4.基础板底配筋(1)长边方向M1A(P^^)(bhe)2(2lbe)TOC\o"1-5"\h\z2421203914382()(3.50.6)(220.4)h0185040810mm242268kNm2M10.9fyh°i2681060.92108101751mm2选用1214,14@150变阶处:M；24(Pn，maX2Pn1)(bhj2(2lbc)203.9155.222)(3.51.15)(220.95)204.5kNmM1268.5kNm(2)短边方向TOC\o"1-5"\h\z1/Pn,maxPn,min2,,M2()(lbj(2bhj2421203.958.92()(20.4)(23.50.6)242106.5kNmh028504014796mmAs2M20.9fyh°2106.51060.9210796708mm选配—10@200