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全钢结构设计计算书毕业设计

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'全钢结构设计计算书毕业设计目录1.摘要··········································22.设计概况······································63.结构布置·······································64.荷载计算······································95.重力荷载标准值计算····························116-81- .水平地震作用下的内力计算·····················197.风荷载作用下框架内力计算······················278.竖向荷载作用下框架内力计算···················319.框架梁柱的内力组合····························5410.框架柱验算···································5411.框架梁验算··································6712.节点设计····································6913.压型钢板组合楼板计算························82-81- 14.组合次梁设计································9315.楼梯计算···································10316.基础计算···································108电算校核······································114参考文献······································120致谢··········································122摘要-81- 本工程为吉林省长春市新高办公楼新建工程,采用框架结构(全钢结构),主体五层,抗震设防烈度为7度,场地类别为II类。主导风向为西南风,基本风压0.65KN/m2,基本雪压0.35KN/m2。楼板、屋盖均采用压型钢板组合楼板。本设计选取4轴所在的横向框架作为结构计算单元,先后进行了横竖向荷载下的内力分析、内力组合、施工图绘制等工作,具体包括:荷载汇集,重力荷载代表值的计算,横向框架侧移刚度计算,水平地震荷载作用下的内力计算及位移验算。风荷载作用下的内力计算及位移验算,竖向荷载作用下框架内力计算,框架的内力组合,柱下独立基础、标准层楼板、框架梁、框架柱、楼梯的配筋计算。框架梁、框架柱、楼板、基础及楼梯的平法施工图绘制。整个结构在设计过程中,严格遵循相关的专业技术规范的要求,参考相关资料和有关最新的国家标准规范,对设计的各个环节进行综合全面的科学性考虑。认真贯彻了“安全、经济、适用、美观”的设计原则。关键词:全钢框架结构;办公楼;结构设计ThisengineerinisanewconstructionforXINGAOofficebuildinginthecityofchangchun,Usingframestructure(steelstructure),principalpartisfive–storey,seismicfortificationntensityis7-81- degrees,siteclassificationisⅡ.Thedominantwinddirectionissouth-west,referencewindpressure-0.65kN/㎡andthereferencesnowpressure-0.35KN/㎡.Thetypesoffloororroofstructureispressedsteelplatecombinesbuildingplank.Thisdesignerselectsthehorizontalaxisofthe4thasthecalculationunitforstructuralframework,hasconductedtheanalysisoftheforceinternal、combinationofinternalforces、preparationofconstructiondrawing.edcofhorizontal,verticalload.Thespecificisasfollows.Loadcombination,thecalculatingofgravityrepresentativevalues、horizontalframework’slateralmovementrigid、internalforceofearthquakeactionandthecheckingofdisplacement.Thecalculatingofinternalforceandthecheckingofdisplacementforwindload,thecalculationofframework‘sinternalforceforverticalload.Thecalculationofframework’sinernalforcecombination,Thereinforcecalculationofcolumn’sindependentfoundation、standardlayerfloor、frame-beam、frame-column、staircase.Thedrawingofconstructionforframe-beam、frame-column、staircase、foundation、floor.Duringthedesignprocess,theentirestructurehasstrictlyabidedbyrelatedprofessionaltechnicalspecificationrequest.Referencingtotherelevantinformationandthenewestnationalspecification,allaspectsofthedesignhasancomprehensivescientificconsiderationConscientiouslyimplementtheprinciplesof“safe、economic、applicable、beauty”.Keywords:steelframestructure;officebuilding;structuraldesign.符号-81- -混凝土弹性模量;N-轴向力设计值;M-弯矩设计值;V-剪力设计值;A-构件截面面积;I-截面惯性矩;-永久荷载标准值;-可变荷载标准值;-永久荷载分项系数;-可变荷载分项系数;-结构总水平地震作用标准值;-地震时结构的重力荷载代表值;-等效总重力荷载代表值;T-结构自振周期;-承载力抗震调整系数;-构件长细比;-地基承载力特征值;-基础高度;-81- d-基础埋置深度;-土的重力密度;-风荷载标准值;-结构顶部附加水平地震作用标准值;-楼层层间位移;e-偏心距;-箍筋面积;B-结构迎风面宽度;-截面有效高度;-受拉区、受压区纵筋面积。-81- 2.设计概况2.1建设项目名称:新高办公楼(全钢框架结构)2.2建设地点:长春市市区内2.3设计资料:2.3.1地质水文资料:根据工程地质勘测报告,拟建场地地势平坦,表面为平均厚度0.5m左右的杂填土,以下为1.0m左右的淤泥质粘土,承载力的特征值为80kN/m2,再下面为较厚的垂直及水平分布比较均匀的粉质粘土层,其承载力的特征值为230kN/m2,可作为天然地基持力层。2.3.2气象资料:全年主导风向:西南风基本风压为:0.65kN/m2地面粗糙度:C类基本雪压为:0.35kN/m2土壤标准冻深:-1.62米抗震设防烈度:7度3.结构方案布置3.1结构形式选择根据办公建筑功能的要求,建筑物的结构形式应满足传力可靠,受力合理的要求。对多层钢结构建筑,可采用纯框-81- 结构平面布置图-81- 架形式,框架应双向刚接,本工程位于7度抗震设防地区,结构只有5层,结构形式比较规则,纯框架形式很容易满足,经济性能优于框架支撑体系,为使建筑平面布置灵活,获得较大的使用空间,本结构设计采用钢框架结构形式。3.2结构布置根据建筑功能的要求,及建筑物可用的占地平面地形,具体布置见结构平面布置图,楼梯采用整体现浇板式楼梯,基础方案采用柱下独立基础。3.2.1梁板柱截面尺寸确定(1)梁截面:1)主梁梁高取l/15=500㎜选热轧H型钢HN500×200×10×16,尺寸500×200×10×16㎜主梁ZL3取350×175×7×11mm(改主梁选用500*250*10*16)(2)次梁:梁高取l/18=400㎜选用HN400×200×8×13mm梁净跨:主梁ZL1=7.5-0.5=7.0mZL2=7.2-0.5=6.7mZL3=2.7-0.5=2.2m柱高:首层3.6+3×0.5+0.05-0.15-0.05=4.95m其他层3.6m(3)柱截面:采用箱形柱取500×500×20㎜-81- (4)压型钢板组合楼板:压型钢板为YX51-250-750厚度1.2mm,混凝土为C25梁柱汇集表编号截面长度(高度)ZL1500×200×10×167.0ZL2500×200×10×166.7ZL3350×175×7×112.2CL1400×200×8×137.0Z1500×500×204.95Z2500×500×203.64.荷载计算4.1恒载标准值计算屋面1.2㎜厚压型钢板0.17kN/m2100㎜厚C25钢筋混凝土板0.1×25=2.5kN/m220㎜厚1:3水泥砂浆找平层0.02×20=0.4kN/m22㎜厚SBS改性沥青隔气层0.025kN/m2100㎜厚聚苯乙烯泡沫塑料保温板0.1×0.5=0.05kN/m2100㎜厚水泥珍珠岩找坡层0.1×4=0.4kN/m2-81- 20㎜厚1:3水泥砂浆找平层0.02×20=0.4kN/m24㎜厚SBSSBS改性沥青隔气层0.05kN/m2V型轻钢龙骨吊顶0.12kN/m2顶棚上铺焦渣锯末绝缘层0.2kN/m2合计:4.32kN/m2楼面1.2㎜厚压型钢板0.17kN/m2100㎜厚C25钢筋混凝土板0.1×25=2.5kN/m230㎜厚1:3水泥砂浆找平层0.03×20=0.6kN/m2瓷砖地面0.55kN/m2V型轻钢龙骨吊顶0.12kN/m2顶棚上铺焦渣锯末绝缘层0.2kN/m2合计:4.14kN/m2内墙200㎜厚NALC板0.2×8=1.6kN/m240㎜厚混合砂浆抹面刮大白0.04×17=0.68kN/m2合计:2.28kN/m2外墙20㎜厚混合砂浆抹面刮大白0.02×17=0.34kN/m2-81- 200㎜厚NALC板0.2×8=1.6kN/m220㎜厚1:2.5水泥砂浆找平层0.02×20=0.4kN/m260㎜厚EPS板保温层0.06×0.5=0.03kN/m2合计:2.37kN/m2女儿墙:同外墙做法2.37kN/m24.2.活荷载标准值计算办公室楼面2.0kN/m2(走廊、楼梯间取2.5kN/m2)不上人屋面0.5kN/m2雪荷载0.35kN/m25.重力荷载代表值计算5.1出屋面楼梯间恒荷载:屋面:4.32×7.2×7.5=233.28kN女儿墙:(7.2+7.5)×2×0.6×2.37=41.81kN柱:78.5×(0.52-0.462)×3.0×4=36.17kNZL1:89.6×10×7.0×2=12.55kNZL2:89.6×10×6.7×2=12.01kNCL1:66×10×7.0×2=9.24kN外墙:3×(7.2+7.5)×2×2.37=209.03kN合计:554.09kN-81- 出屋面电梯间同楼梯间合计:554.09kN屋面雪荷载:0.35×36×17.7=223.02kN女儿墙:2.37×0.9=2.15kN/m屋面:4.32kN/m2楼面:4.14kN/m25.2顶层恒荷载屋面:(36×17.7-7.5×7.2×2)=2286.14kN女儿墙:[(36+17.7)×2-14.4]×0.9×2.37=198.37kN柱:78.5×(0.52-0.462)×3.6×24/2=130.22kNZL1:89.6×10×7.0×12=75.26kNZL2:89.6×10×6.7×20=120.06kNZL3:50×10×2.2×6=6.6kNCL1:66×10×7.0×20=92.4kN楼面:4.14×7.5×7.2×2=447.12kN外墙:纵墙:36×3.6×2.37×2=614.3kN横墙:17.7×3.6×2.37×2=302.03kN内墙:纵墙:(36×2+2.5×3+7.2-4.7)×3.6×2.28=673.06kN横墙:7.5×15×2.28×3.6=923.4kN顶层恒荷载标准值:-81- Gk=554.09×2+2286.14+198.37+10.22+75.26+120.06+6.6+92.4+447.12×1.05+(614.3+302.03+673.06+923.4)×0.5+100=5843.10kN顶层重力荷载代表值为:G5=5843.10+0.5×223.02=5954.61kN5.3四层恒荷载屋面:7.2×17.7×2×4.32=1101.08kN楼面:36×17.7×4.14=2638.01kN女儿墙:(7.2×4+17.7×2)×0.9×2.37=136.94kN柱:78.5×(0.52-0.462)×3.6×32=347.26kNZL1:89.6×10×7.0×16=100.35kNZL2:89.6×10×6.7×28=168.09kNZL3:50×10×2.2×8=8.8kNCL1:66×10×7.0×28=129.36kN外墙:纵墙:50.4×3.6×2.37×2-7.2×2.37×2=825.9kN横墙:17.7×3.6×2.37×2=302.03kN内墙:纵墙:(50.4×2+2.5×3+7.2-4.7)×3.6×2.28-7.2-81- ×2×2.28=876.62kN横墙:7.5×17×2.28×3.6=302.03kN水泥台阶:(2.3×1.5×0.15+1.7×1.5×0.15)×20=18kN四层恒荷载标准值:Gk=1101.08+2638.01×1.05+347.26+100.35+168.09+8.8+129.36+825.90+302.03+876.62+1046.52+136.94+18=7830.85kN活荷载:办公区:2.0×(7.5×36×2-7.5×7.2×4)=648kN楼梯间、走廊、卫生间:2.5×(7.5×7.2×4+36×2.7)=783kN屋面:0.35×17.7×14.4=89.21kN四层重力荷载代表值为:G4=7830.85+0.5×(648+783+89.21)=8590.96kN5.4标准层:楼面:50.4×17.7×4.14=3693.21kN外墙:纵墙:50.4×3.6×2.37×2=860.03kN横墙:17.7×3.6×2.37×2=302.03kN内墙:-81- 纵墙:(50.4×2-4.7+7.2+2.5×3)×3.6×2.28=909.45kN横墙:7.5×19×2.28×3.6=1169.64kN柱、梁同四层活荷载:办公区:2.0×(50.4×7.5×2-7.5×7.2×4)=1080kN楼梯间、走廊、卫生间:2.5×(50.4×2.7+7.5×7.2×4)=880.2kNGk=3693.21×1.05+347.26+100.35+168.09+8.8+129.36+860.03+302.03+909.45+1169.64=7872.88kN重力荷载代表值:G2~3=7872.88+0.5×(1080+880.2)=8852.98kN底层:柱:78.5×(0.52-0.462)×(1.8+4.95×0.5)=412.37kNGk=3693.21×1.05+412.37+100.35+168.09+8.8+129.36+860.03+302.03+909.45+1169.64=7937.99kN重力荷载代表值为:-81- G1=7937.99+0.5×(1080+880.2)=8918.09kN5.5梁、柱线刚度计算梁柱截面尺寸钢框架结构中,考虑现浇楼板与钢梁得共同作用,在计算梁线刚度时,对中框架梁ib=1.5EIb/l0,对边框架梁取ib=1.2EIb/l0取4轴一榀框架计算,框架梁与柱采用刚性连接,梁跨等于轴线之间得距离:AB、CD跨:ZL1:I=4.78×104㎝4L=7.5mE=2.06×105BC跨:ZL3:I=1.37×104㎝4L=2.7mE=2.06×105梁线刚度表梁号惯性矩I0×104/㎝4E(kN.m)ib×104/㎝4(kN.m)中框架柱边框架柱AB、CD跨4.78×104131291969415755BC跨1.37×104104531567912544-81- 柱的线刚度:Ic=b14/12-b24/12=5004/12-4604/12=14.77×108㎜4一层柱线刚度:ic=EIc/h=2.06×105×14.77×108/4950=61467kN.m2~5层柱线刚度:ic=EIc/h=2.06×105×14.77×108/3600=84517kN.m框架梁柱相对线刚度计算令边柱i2~5=1.0,则其余各杆件的相对线刚度为:框架梁相对线刚度:iAB=iCD=0.233iBC=0.186一层框架柱相对线刚度:ic=0.727框架相对线刚度图边框架柱的D值计算-81- 楼层柱位ic(kN.m)Σib(kN.m)k=Σib/2ick=Σib/ic(底层)α=α=(底层)层高h(m)D=12αic/h2(kN/m)柱根数ΣD5边柱84517315100.1860.0853.66651中柱565980.3550.144112694边柱84517315100.1860.0853.66651426604中柱565980.3550.144112694450763边柱84517315100.1860.0853.66651426604中柱565980.3550.144112694450762边柱84517315100.1860.0853.66651426604中柱565980.3550.144112694450761边柱61467157550.2560.3554.9510085440340中柱282990.4600.39011740446960中框架柱的D值计算楼层柱位ic(kN.m)Σib(kN.m)k=Σib/2ick=Σib/ic(底层)α=α=(底层)层高h(m)D=12αic/h2(kN/m)柱根数ΣD合计×1045边柱84517393880.2330.1043.68138129765626.011中柱707460.4180.17313538121624564边柱84517393880.2330.1043.68138129765633.179中柱707460.4180.17313538121624563边柱84517393880.2330.1043.68138129765633.179-81- 中柱707460.4180.17313538121624562边柱84517393880.2330.1043.68138129765633.179中柱707460.4180.17313538121624561边柱61467196940.3200.3534.95106261212751236.545中柱353730.5750.4171255312150636重力荷载代表值(kN)层数54321Gi5954.618590.968852.988852.988918.09横向框架结构自振周期:T=1.7ξT框架顶点位移计算层数Gi(kN)ΣGi(kN)Di×104(kN/m)层间相对位移δi=ΣGi/Di(m)ci(m)55954.615954.6126.0110.02280.346948590.9614545.5733.1790.04380.324138852.9823398.5533.1790.07050.280328852.9832251.5333.1790.09720.209818918.0941169.6236.5450.11260.1126自振周期:T1=1.7×0.9×=0.901s6.水平地震作用计算:-81- 6.1本建筑高度不超过40m,故可用底部剪力法进行计算,结构抗震设防烈度为7度,结构阻尼比为0.035,Tg=0.35αmas=0.08结构等效总重力荷载:Geq=0.85ΣGi=0.85×41169.62=34994(kN)Tg=0.35<T1=0.901s<5Tg=1.65r=0.9+=0.9+=0.92当结构阻尼比不等于0.05时,αmas应乘以调整系数η2η2=1+=1+=1.126α=η2αmas=()0.92×1.126×0.08=0.038结构总水平地震作用等效的底部剪力标准值:FEK=αGeq=0.038×34994=1330(kN)顶点附加水平地震作用系数Tg=0.35sT1=0.901s1.4Tg=1.4×0.35=0.49sδn=0.08T1+0.07=0.08×0.901+0.07=0.142顶点附加水平地震作用:ΔFn=FEK×δn=1330×0.142=188.86(kN)-81- 各层水平地震作用标准值计算:五层:Fi==0.241×1330×(1-0.142)=275.02(kN)加ΔFn后F5=Fi+ΔFn=275.02+188.86=463.88(kN)层数hi(m)Hi(m)Gi(kN)GiHi(kN·m)Fi(kN)Vi(kN)53.6019.355954.611152220.241275.02463.8843.6015.758590.361352980.283322.94786.8233.6012.518852.981075640.225256.761043.5823.608.558852.98756930.158180.301223.8814.954.958918.09441450.092104.981328.86-81- 楼层地震作用地震作用楼层剪力图各楼层地震剪力最小取值验算,基本周期<3.5s,7度区,λ=0.016(剪力系数)满足Vi>λ层数Vi(kN)Gi(kN)λ(kN)5463.885954.6195.274786.828590.96232.7331043.588852.98374.0221223.888852.98516.0211328.868918.09658.716.2横向框架侧移计算-81- 框架的水平位移分为两部分,由框架弯曲变形产生的位移um和柱子轴向变形产生的位移un,框架顶端位移为u=um+un可由D值法求得层间位移计算层数层间剪力Vi(kN)层间刚度Di(kN/m)层间位移(m)层高hi(m)θe5463.882601100.001783.61/17734786.823317900.002373.61/139031043.583317900.003143.61/105321223.883317900.003693.61/90011328.863654500.003644.951/1338层间弹性转角均满足θe<[θe]=un=0.00178(m)<=0.0387m满足要求6.3框架在水平地震作用下的内力计算6.3.1各层柱剪力计算选取4轴框架柱计算,各层柱剪力按Vji=Vj分配层间剪力到各柱上层数层间剪力边柱AD值中柱BD值中柱CD值边柱DD值ΣD×104(kN/m)边柱A剪力中柱B剪力中柱C剪力边柱D剪力-81- 5463.8881381353813538813826.01114.5124.1424.1414.514786.8281381353813538813833.17919.3032.1032.1019.3031043.5881381353813538813833.17925.6042.5842.5825.6021223.8881381353813538813833.17930.0249.9449.9430.0211328.861062612553125531062636.54538.6445.6545.6538.64各层反弯点高度计算:层数H(mm)kη0η1η2η3ηηh5边柱36000.2330.1330.133478.8中柱36000.4180.2590.259932.44边柱36000.2330.2830.2831018.8中柱36000.4180.3590.3591292.43边柱36000.2330.4170.4171501.2中柱36000.4180.4500.45016202边柱36000.2330.5840.050.6342282.4中柱36000.4180.5410.0440.58521061边柱49500.3200.950-0.0450.9054479.75中柱49500.5750.791-0.0250.7663791.76.3.2框架柱弯矩计算楼层柱位每柱剪力ηh(m)柱弯矩(kN·m)柱顶柱底5边柱14.510.47945.297.43-81- 中柱24.140.93264.4122.504边柱19.301.01949.8119.67中柱32.101.29274.0941.473边柱25.601.50153.7338.43中柱42.581.62084.3168.982边柱30.022.28239.5768.51中柱49.942.10674.61105.171边柱38.644.48018.16173.11中柱45.653.79252.95173.116.3.3梁端弯矩、剪力及柱轴力位置AB、CD跨L=7.5mBC跨L=2.7m柱轴力M左(kN﹒m)M右(kN﹒m)Vb(kN)M左(kN﹒m)M右(kN﹒m)Vb(kN)NA(kN)NB(kN)545.2932.2110.3332.2132.2123.8610.3313.53457.2448.3014.0748.3048.3035.7824.4035.24373.4062.8918.1762.8962.8946.5942.5763.66278.0071.8019.9771.8071.8053.1962.5496.88186.6779.0622.1079.0679.0658.5684.64133.34-81- 左震作用框架弯矩图-81- 左震作用框架剪力图左震作用框架轴力图-81- 7.风荷载作用下的内力计算7.1风荷载计算本地区基本风压ω0=0.65kN/m2迎风面μs=0.8背风面μs=-0.5H/B=18.9/17.7=1.07<1.5H=18.9m<30m不考虑风振系数βz的影响地面粗糙度类别为C类风荷载计算层数高度Hi(m)μsμzω0ωkqkHuH1Fk女儿墙20.251.30.654.9901.2519.351.30.8270.650.6995.0331.23.615.099415.751.30.7550.650.6384.5943.63.616.538312.151.30.740.650.6254.53.63.616.228.551.30.740.650.6254.53.63.616.214.951.30.740.650.6254.53.64.9519.2387.2风荷载作用下的框架层间剪力及侧移计算层数Fi(kN)Vi(kN)Di(B、C)(kN/m)Di(A、D)(kN/m)ΣDi(kN/m)Δui(m)ΔuT(m)515.09915.099135388138433520.000350.00545416.53831.637135388138433520.000730.00510316.247.837135388138433520.001100.00437-81- 216.264.037135388138433520.001480.00327119.23883.2751255310626463580.001790.00179Um=0.00545<H/500=0.0368m满足要求层数层间剪力边柱AD值中柱BD值中柱CD值边柱DD值ΣD(kN/m)边柱A剪力中柱B剪力中柱C剪力边柱D剪力515.099813813538135388138433522.834.7154.7152.83431.637813813538135388138433525.949.889.885.94347.837813813538135388138433528.9814.9414.948.98264.0378138135381353881384335212.0219.9919.9912.02183.275106261255312553106264635819.0922.5522.5519.09各层反弯点高度计算层数h(mm)kη0η1η2η3ηηh5边柱36000.2330.1330.133478.8中柱36000.4180.2590.259932.44边柱36000.2330.2830.2831018.8中柱36000.4180.3590.3591292.43边柱36000.2330.4170.4171501.2中柱36000.4180.4500.45016202边柱36000.2330.5840.050.6342282.4中柱36000.4180.5410.0440.58521061边柱49500.3200.950-0.0450.9054479.75中柱49500.5750.791-0.0250.7663791.77.3框架柱弯矩计算-81- 楼层柱位每柱剪力ηh(m)柱弯矩(kN·m)柱顶柱底5边柱2.830.4799.380.803中柱4.7150.93212.974.014边柱5.941.01916.195.20中柱9.881.29223.1212.453边柱8.981.50119.1713.16中柱14.941.62029.5824.202边柱12.022.28215.3127.96中柱19.992.10630.2241.741边柱19.094.48026.4668.04中柱22.553.79244.4267.207.4梁端弯矩、剪力及柱轴力位置AB、CD跨L=7.5mBC跨L=2.7m柱轴力M左(kN﹒m)M右(kN﹒m)Vb(kN)M左(kN﹒m)M右(kN﹒m)Vb(kN)NA(kN)NB(kN)59.386.492.126.496.494.812.122.69416.9913.574.0713.5713.5710.056.198.69324.3721.026.0521.0221.0215.5712.2418.21228.4727.217.4227.2127.2120.1619.6630.95154.4243.0813.0043.0843.0831.9032.6649.85-81- 风荷载作用框架弯矩图风荷载作用框架剪力图-81- 风荷载作用框架轴力图8.竖向荷载作用下的内力计算8.1恒载计算:取一榀框架为计算单元8.1.1屋盖:板传给次梁:4.32×7.2×2.5=77.76kN板传给边框架梁:4.32×7.2×1.25=38.88kNA、D轴女儿墙传给边框架梁:2.37×0.9×7.2=15.36kN板传给B、C轴框架梁:-81- 4.32×7.2×2.6=80.87kNZL1自重:89.6×10=0.896kN/mZL2自重:89.6×10×7.2=6.45kNCL1自重:66×10×7.2=4.75kNZL3自重:50×10=0.5kN/m8.1.2楼面:板传给次梁:4.14×7.2×2.5=74.52kN板传给边框架梁:4.14×7.2×1.25=37.26kNAB、CD轴上墙体自重:2.28×3.6=8.21kN/m边框架梁上墙体自重:2.37×3.6×7.2=61.43kN柱自重:3.6×78.5×(0.52-0.462)=10.85kN板传给B、C轴框架梁:4.14×7.2×2.6=77.5kN内墙:3.6×2.28×7.2=59.10kNZL1自重:89.6×10=0.896kN/mZL2自重:89.6×10×7.2=6.45kNCL1自重:66×10×7.2=4.75kNZL3自重:50×10=0.5kN/m-81- 8.2活荷载计算:取一榀框架为计算单元-81- 8.2.1屋盖板传给次梁:0.5×7.2×2.5=9kN板传给边框架梁:0.5×7.2×1.25=4.5kN板传给B、C轴框架梁:0.5×7.2×2.6=9.36kN8.2.2楼面板传给次梁:C-D轴2.0×3.6×2.5+2.5×3.6×2.5=40.5kNA-B轴2.0×7.2×2.5=36kN板传给边框架梁:D轴(2.0+2.5)×3.6×1.25=20.25kNA轴2.0×7.2×1.25=18kN板传给B、C轴框架梁:B轴2.0×7.2×1.25+2.5×7.2×1.35=42.3kNA轴2.0×3.6×1.25+2.5×7.2×1.35+2.5×3.6×1.25=44.55kN分配系数计算:-81- 五层:μAB=μDC==0.21μA=μD==0.79μBA=μCD==0.18μB=μC==0.68μBC=μCB==0.14二~四层:-81- μAB=μDC==0.12μA上=μA下=μD上=μD下==0.44μBA=μCD==0.10μB上=μB下=μC上=μC下==0.41μBC=μCB==0.08一层:μAB=μDC==0.13μD上=μA上==0.50μD下=μA下==0.37μBA=μCD==0.12μB上=μC上==0.46μBC=μCB==0.09μB下=μC下==0.33-81- 8.3恒荷载作用梁端固端弯矩计算:五层:MAB=MCD=-MDC=-MBA=---=-141.72kN﹒mMBC=-MCB=-=-=-0.3kN﹒m标准层:MAB=MCD=-MDC=-MBA=---=-174.82kN﹒mMBC=-MCB=-=-=-0.3kN﹒m7.3.1用弯矩二次分配计算梁柱弯矩(恒荷载)-81- 8.3.2梁端剪力计算五层:VBA==86.24kNVAB=82.51+82.51+0.896×7.5-86.24=85.5kN-81- VCB==0.68kNVBC=0.5×2.7-0.68=0.68kN四层:VBA==113.42kNVAB=79.27+79.27+9.11×7.5-113.42=113.45kNVCB==0.68kNVBC=0.5×2.7-0.68=0.68kN三层:VBA==113.52kNVAB=79.27+79.27+9.11×7.5-113.52=113.35kN-81- VCB==0.68kNVBC=0.5×2.7-0.68=0.68kN二层:VBA==113.51kNVAB=79.27+79.27+9.11×7.5-113.51=113.36kNVCB==0.68kNVBC=0.5×2.7-0.68=0.68kN一层:VBA==113.19kNVAB=79.27+79.27+9.11×7.5-113.19=113.68kNVCB==0.68kN-81- VBC=0.5×2.7-0.68=0.68kN8.3.3跨中最大弯矩计算:五层:AB、CD跨:Mmas=-(×0.896×3.752+82.51×1.25+130.58)+86.24×3.75=83.38kN﹒mBC跨:Mmas=-(×0.5×1.352+10.26)+0.68×1.35=-9.80kN﹒m四层:AB、CD跨:Mmas=-(×9.11×3.752+79.27×1.25+170.71)+113.42×3.75=91.48kN﹒mBC跨:Mmas=-(×0.5×1.352+4.12)+0.68×1.35=-3.66kN﹒m三层:AB、CD跨:-81- Mmas=-(×9.11×3.752+79.27×1.25+169.89)+113.52×3.75=92.67kN﹒mBC跨:Mmas=-(×0.5×1.352+4.77)+0.68×1.35=-4.31kN﹒m二层:AB、CD跨:Mmas=-(×9.11×3.752+79.27×1.25+170.18)+113.51×3.75=92.34kN﹒mBC跨:Mmas=-(×0.5×1.352+4.54)+0.68×1.35=-4.08kN﹒m一层:AB、CD跨:Mmas=-(×9.11×3.752+79.27×1.25+164.74)+113.19×3.75=96.58kN﹒mBC跨:Mmas=-(×0.5×1.352+7.63)+0.68×1.35=-7.17kN﹒m-81- 8.3.4柱轴力计算:边柱A、D轴力:N5=82.51+×0.896×7.5+60.69+10.85=156.41kNN2~4=115.99+×9.11×7.5+79.27+10.85=240.27kNN1=115.99+×9.11×7.5+79.27+14.92=244.34kN中柱B、C轴力:N5=87.32+×0.896×7.5+×0.5×2.7+82.51+10.85=184.72kNN2~4=153.9+×9.11×7.5+×0.5×2.7+79.27+10.85=278.86kNN1=153.9+×9.11×7.5+×0.5×2.7+79.27+14.92=282.93kN-81- 恒载作用下框架弯矩图恒载作用下框架剪力图-81- 恒载作用下框架轴力图8.4活荷载作用下的内力计算:8.4.1梁端固端弯矩计算五层:MAB=MCD=-MDC=-MBA=-=-15kN﹒mMBC=-MCB=0kN﹒m一~四层:MAB=-MBA=-=-60kN﹒m-81- MCD=-MDC=-=-67.5kN﹒mMBC=-MCB=0kN﹒m8.4.2雪荷载作用下的内力计算:五层:MAB=MCD=-MDC=-MBA=-=-10.5kN﹒mMBC=-MCB=0kN﹒m一~四层:MAB=-MBA=-=-60kN﹒mMCD=-MDC=-=-67.5kN﹒mMBC=-MCB=0kN﹒m用弯矩二次分配计算梁柱弯矩:(活荷载)-81- 8.4.3活荷载作用下的梁端剪力计算:五层:-81- VBA==9.02kNVAB=18-9.02=8.98kNVCB==-0.05kNVBC==0.05kNVDC==8.99kNVCD=18-8.99=9.01kN四层:VBA==36.15kNVAB=72-36.15=35.85kNVCB==0.31kNVBC==-0.31kNVDC==40.31kN-81- VCD=81-40.31=40.69kN三层:VBA==36.14kNVAB=72-36.14=35.86kNVCB==0.28kNVBC==-0.28kNVDC==40.33kNVCD=81-40.33=40.67kN二层:VBA==36.13kNVAB=72-36.13=35.87kN-81- VCB==0.27kNVBC==-0.27kNVDC==40.34kNVCD=81-40.34=40.66kN一层:VBA==36.05kNVAB=72-36.05=35.95kNVCB==0.34kNVBC==-0.34kNVDC==40.43kNVCD=81-40.43=40.57kN8.4.4跨中最大弯矩计算:五层:-81- AB跨:Mmas=-(9×1.25+14.88)+8.93×3.75=7.36kN﹒mBC跨:Mmas=0.05×1.35-0.13=-0.06kN﹒mCD跨:Mmas=-(9×1.25+15)+8.99×3.75=7.46kN﹒m四层;AB跨:Mmas=-(36×1.25+58.13)+36.15×3.75=32.43kN﹒mBC跨:Mmas=0.31×1.35-2.51=-2.09kN﹒mCD跨:Mmas=-(40.5×1.25+64.03)+40.31×3.75=36.5kN﹒m三层:AB跨:Mmas=-(36×1.25+58.61)+36.14×3.75=31.92kN﹒mBC跨:Mmas=0.28×1.35-2.04=-1.66kN﹒mCD跨:Mmas=-(40.5×1.25+64.75)+40.33×3.75-81- =35.86kN﹒m二层:AB跨:Mmas=-(36×1.25+58.71)+36.13×3.75=31.78kN﹒mBC跨:Mmas=0.27×1.35-1.95=-1.59kN﹒mCD跨:Mmas=-(40.5×1.25+64.91)+40.34×3.75=35.74kN﹒m一层:AB跨:Mmas=-(36×1.25+56.85)+36.05×3.75=33.34kN﹒mBC跨:Mmas=0.34×1.35-3.18=-2.72kN﹒mCD跨:Mmas=-(40.5×1.25+63.54)+40.43×3.75=37.45kN﹒m8.4.5活荷载作用下柱轴力计算:边柱A:N5=9+4.5=13.5kNN1~4=36+18=54kN中柱B:N5=9.36+9=18.36kNN1~4=42.3+36=78.3kN中柱C:N5=9.36+9=18.36kN-81- N1~4=44.55+40.5=85.05kN边柱DN5=9+4.5=13.5kNN1~4=40.5+20.25=60.75kN雪荷载作用下的内力计算:用弯矩二次分配计算梁柱弯矩:(雪荷载)-81- 五层:VAB=VBA==6.3kNVCB==-0.05kNVBC==-0.05kNVCD=VDC==6.3kN8.4.6跨中最大弯矩计算:五层:AB跨:-81- Mmas=-(6.3×1.25+10.86)+6.3×3.75=4.89kN﹒mBC跨:Mmas=0.05×1.35-0.3=-0.23kN﹒mCD跨:Mmas=-(6.3×1.25+11.12)+6.3×3.75=4.63kN﹒m活荷载作用下框架弯矩图-81- 活荷载作用下框架剪力图活荷载作用下框架轴力图-81- 9.框架柱的内力组合:梁内力组合表:(见表)柱内力组合表:(见表)10.框架柱验算:10.1截面特性:柱截面为500×200×20×20㎜箱形柱,采用Q235钢。A=5002-4602=38400㎜2Ix=Iy=14.77×108㎜4-81- -81- -81- -81- -81- -81- ix=iy==196㎜Wx=Wy==5.91×106㎜310.2边柱:以底层柱为例l0=4.95m上端梁线刚度之和Σkb=1.969×104kN﹒m柱线刚度:Σkc=(6.146+8.452)×104=14.598×104kN﹒m则系数k1==0.135柱下端与基础为刚接,则Σk2=∞由k1、k2可查得:柱计算长度系数为μ=1.64则此柱的计算长度为l=μl0=1.64×4.95=8.12m边柱计算长度见下表楼层截面梁线刚度Σkb×104kN﹒m柱线刚度Σkc×104kN﹒mk1k2层高h长度系数μL=μh5上端1.9698.4510.2333.62.438.75-81- 下端1.9690.1164上端1.9698.4510.1163.62.8710.33下端1.9690.1163上端1.9698.4510.1163.62.8710.33下端1.9690.1162上端1.9698.4510.1163.62.7910.04下端1.9690.1351上端1.9696.1460.1354.951.648.12下端∞10.3中柱:以底层柱计算为例:以底层柱为例l0=4.95m上端梁线刚度之和Σkb=(1.969+1.568)×104=3.537×104kN﹒m柱线刚度Σkc=(6.146+8.452)×104=14.598×104kN﹒m则系数k1===0.24柱下端与基础为刚接,则Σk2=∞由k1、k2可查得:柱计算长度系数为μ=1.48则此柱的计算长度为l=μl0=1.48×4.95=7.33m-81- 中柱计算长度见下表楼层截面梁线刚度Σkb×104kN﹒m柱线刚度Σkc×104kN﹒mk1k2层高h长度系数μL=μh5上端3.5378.4510.423.61.896.80下端3.5370.214上端3.5378.4510.213.62.197.88下端3.5370.213上端3.5378.4510.213.62.197.88下端3.5370.212上端3.5378.4510.213.62.127.63下端3.5370.241上端3.5376.1460.244.951.487.33下端∞10.4强柱弱梁计算:取轴力最大的底层中柱节点位计算对象柱塑性抵抗矩:ΣWpc=(500×250×-460×230×)×2×2=13.83×106mm3梁塑性抵抗矩:ΣWpb=(200×16×234+234×10×+175×11×169.5-81- +164×7×)×2=2.89×106mm3ΣWpc(fyc-)=13.83×106×(235-)=2489.21kN﹒mηΣWpbfyb=1.05×2.89×106×235=713.11kN﹒m满足要求10.5强度计算:底层中柱无震时:第一组内力:M=134.31kN﹒mN=2012.80kN=70.93N/mm2<f=205N/mm2第二组内力:M=49.8kN﹒mN=2112.54kN=61.88N/mm2<f=205N/mm2有震时:第一组内力:M=282.04kN﹒mN=1515.88kN=78.35N/mm2<f=205N/mm2-81- 第二组内力:M=266.29kN﹒mN=1953.82kN=87.58N/mm2<f=205N/mm2强度满足要求10.6框架柱平面内、平面外稳定计算10.6.1平面内稳定l0=7.33mix=iy==196㎜λx==37.38<[λ]=60刚度满足要求截面类型为b类,查得稳定系数为x=0.908=16168等效弯矩系数=1.0截面塑性发展系数=1.05则:无震时:=78.87N/mm2<f=205N/mm2有震时:-81- =96.96N/mm2<f=205N/mm210.6.2平面外稳定:中柱C:一层k1==0.64k2=查表得:=1.26计算长度ly=1.26×4.95=6.24mλy==31.82<[λ]=60刚度满足要求柱为闭口截面=1.0面外等效弯曲系数:=1.0查表b类截面=0.930则箱形截面η=0.7无震时:+=69.97N/mm2<f=205N/mm2有震时:-81- +=81.69N/mm2<f/0.75=273N/mm2平面外稳定验算合格10.6.3柱板件宽厚比验算:=23<37宽厚比满足要求局部稳定验算:=87.58N/mm2===14.18N/mm2=0.84<1.6(160+0.5λ+25)×0.8=(16×0.84+0.5×31.82+25)×0.8=43.4823<43.48局部稳定满足要求用及竖向活荷载作用下的弯矩图、剪力图、轴力图进行校核。结果如下:-81- 地震作用下M图地震作用下V图-81- 地震作用下N图风荷载作用下M图-81- 风荷载作用下V图风荷载作用下N图-81- 恒荷载作用下M图恒荷载作用下V图-81- 恒荷载作用下N图活荷载作用下M图-81- 活荷载作用下V图活荷载作用下N图-81- 参考文献```[1]《高层民用建筑钢结构技术规程》JGJ99—2001,中国建筑工业出版社,2001[2]《钢结构设计规范》GB550017—2003,北京:中国计划出版社,2004[3]《混凝土结构设计规范》GB50010—2002,中国建筑工业出版社,2002[4]《建筑地基基础设计规范》GB50007—2002,中国建筑工业出版社,2002[5]《建筑抗震设计规范》(2008版)GB50011—2001,北京:中国建筑工业出版社,2001[6]《建筑结构荷载规范》(2006版)GB50009—2001,北京:中国建筑工业出版社,2002[7]《建筑钢结构焊接与验收规程》JGJ81-2002[8]《冷弯薄壁型钢结构设计规范》GB50018-2002,北京:中国计划出版社,2002[9]《钢结构高强度螺栓的连接设计与施工、验收规程》JGJ82-91[10]《钢结构工程施工质量及验收规范》GB50205-2001-81- ,北京:中国计划出版社,2001[11]《钢结构防火涂料应用技术规范》中国建筑工业出版社2000[12]《建筑结构静力计算手册》编写组,中国建筑工业出版社,2003[13]罗邦富、沈祖炎主编.《钢结构设计手册》中国建筑工业出版社2004[14]《钢结构节点连接图集》机械工业出版社2007[15]《钢结构节点连接设计手册》中国建筑工业出版社[16]《建筑结构可靠度设计统一指标》GB50068-2001,北京:中国建筑工业出版社,2001[17]陈绍蕃主编.《钢结构》北京:中国建筑工业出版社,2006[18]国际标准ISO/DIS10721《钢结构设计与材料》,1999.北京-81- 致谢本设计从建筑部分的方案拟定,到结构部分的结构计算,再到施工组织设计部分的施工安排,每一个步骤都得到了我的辅导教师王若竹老师、刘伟老师、卞延彬老师的细心指导和耐心的讲解。老师们对本专业的热爱,严谨的治学态度和广博的学识更使我深受启迪,从尊敬的老师身上,我不仅学到了扎实、丰富的专业知识,也领悟到了做人的道理。我的整个毕业设计无不倾注着辅导教师们的辛勤的汗水和心血,在此,我要向我的老师们致以最衷心的感谢和深深的敬意。还要感谢学院领导和我的每一位授课恩师,他们在思想、学习、生活各方面给予了我热情的帮助和鼓励。同时感谢设计组的其他成员在毕业设计上的帮助。最后,衷心感谢在百忙之中评阅设计和参加答辩的各位老师!王晓莹2009年6月-81-'