高层钢框架办公楼毕业设计计算书

广东工业大学华立学院本科毕业设计高层办公楼钢框架抗震设计论文题目高层办公楼钢框架抗震设计系部土木工程系专业土木工程班级05土木工程班学号1052331学生姓名邓信雄指导教师肖又箐摘要本工程为广州市某区拟按一般建筑标准建筑一幢钢结构高层办公楼。根据现场的土地使用面积将该楼设计成一对称布置的办公楼,首层的标高为4.2米，其余10层的层高均为3.3m。楼层总高度为37.2m。建筑安全等级为二级，设计使用年限为50年，基本风压W0＝0.5KN/m2，地震设防烈度为7度，设计基本地震加速度值为0.05g，场地类别为Ⅲ类，设计地震分组为第一组。本工程结构设计采用框架结构,结构计算按纵向框架承重分析。具体内容包括：结构体系与结构布置;估算梁柱截面;计算简图,结构计算选取第4轴框架计算，梁跨度取为柱中心线的距离;内力计算,框架结构在竖向荷载下的内力计算采用迭代法；水平内力计算包括风荷载作用下的内力计算及地震作用下的内力计算,各种计算均作出内力图;内力组合,根据前面计算出的各种内力分别作抗震设计与非抗震设计的内力组合;截面验算,选取最不利内力组合作截面验算;基础设计,本设计基础采用柱下独立基础;节点设计;柱脚设计;施工图设计。关键词:高层;结构;钢框架结构AbstractThisengineering,ahigh-levelofficebuildingistobebuiltbygeneralbuildingstandardsinadistrictofGrangzhouCity.Accordingtothelanduseareawillbecarriedintoasymmetricallayoutdesignofofficebuildings.Thelevelofthefirstflooris4.2mandtheremainingtenfloorsare3.3mhigh-levellayers.Thetotalheightofthebuildingis37.2m.Thebuildingsecurityratingis2.Thedesignworkinglifeis50years.ThereferencewindpressureisW0=0.5KN/m2.Seismicfortificationintensityof7degrees.Thebasicdesignforseismicaccelerationvalues0.05g.ThesiteforcategoryⅢ.Designfortheearthquake-firstgroup.Thisengineeringconstructiondesignadoptiontheframeconstruction.Thestructureoftheverticallongitudinalloadinganalysis.Concretecontentsinclude:Structuralsystemsandstructurallayout;Beamscross-sectionalestimations;Calculatedsketch.Selectingtheforthlyaxlestructureasaframeworkforthecalculation,andpillaraxislinesforthespanofthebeamdistance;Internalforcecalculation.Frameworkoftheinternalforceintheverticalloadcalculatedusingiterativelaw；Thelevelinternalforcecalculationsincludethewindloadandtheearthquakeload.Calculationsweremadeinternalforcechart;Internalforcecombination.Accordingtothepreviouscalculatedvariousinternalforce,separatelymakeinternalforcecombinationofearthquakedesignandnon-earthquakedesign;Cross-sectionofcheckingcomputations.SelectingthemostdisadvantagedgroupsofinternalforceastheCross-sectionofcheckingcomputations;Foundationdesign.Thedesignbasisisareinforcedindependentfoundation;Nodedesign;Pillarfeetdesign;Shopdrawingdesign.Keyword:tallbuilding,structure,steelframeworkstructure目录TOC\o"1-3"\uHYPERLINK1设计资料11.1HYPERLINK结构平面布置…...………………..11.2设计基本资料……...………………..12HYPERLINK框架计算简图及梁柱线刚度32.1HYPERLINK确定框架的计算简图32.2HYPERLINK框架梁柱线刚度计算32.3HYPERLINK框架柱相对线刚度计算43HYPERLINK荷载取值及荷载标准值53.1HYPERLINK可变荷取值53.2HYPERLINK永久荷载取值53.3HYPERLINK框架荷载计算……………….……...73.4HYPERLINK荷载计算汇总……………………..124HYPERLINK风荷载作用下的位移验算174.1HYPERLINK侧移刚度174.2HYPERLINK风荷载作用下框架侧移计算175HYPERLINK水平地震作用下的计算195.1底部剪力法的计算……………...195.2多遇地震作用标准值和位移验算……………...226HYPERLINK内力计算24HYPERLINK6.1恒载作用下内力计算24HYPERLINK6.2活载标准值作用下的内力计算25HYPERLINK6.3风荷载标准值作用下的内力计算25HYPERLINK6.4地震荷载作用下的内力计算26HYPERLINK7水平荷载作用下的反弯点计算39HYPERLINK8内力组合45HYPERLINK9截面验算61HYPERLINK9.1梁验算61HYPERLINK9.2柱验算62HYPERLINK9.3节点验算………………...………...72HYPERLINK9.4露出式柱脚设计…………...81HYPERLINK10基础设计8310.1修正后的地基承载力特征值计算8310.2基础底面荷载计算8310.3受冲切承载力验算…………………...………8410.4基础底板的配筋计算…………………...8510.5施工配筋图……………..………………...87HYPERLINK参考文献88HYPERLINK致谢891设计资料1.1结构平面布置本工程为纯钢框架办公楼，结构平面布置如图1.1所示，横向两跨，跨度为6.2m和6.2m。框架11层，7榀横向框架，柱距7.8m。1.2设计基本资料建筑结构的安全等级为二级，设计使用年限为50年；抗震设防烈度为7度，设计基本地震加速度值为0.05g，设计地震分组为第一组；建筑抗震设防类别为丙类；建筑场地土类别为=3\*ROMANIII类；该场地岩石层按性质分为三层，从上到下为杂填土、红粘土、微风化岩石。杂填土0.5m，红粘土8m，以下为微风化岩石，地下水位为室外地坪下3m。红粘土的含水比为0.4，地基承载力特征值为235kN/m2,各层土的重度均为20kN/m3基本风压值,地面粗糙度为B类。图1.1图1.1结构平面布置图2框架计算简图及梁柱线刚度2.1确定框架的计算简图框架的计算简图如图2.1所示，取④轴上的一榀框架计算。假定框架柱嵌固于地面，框架梁与柱刚接，梁跨等于轴线之间的距离。底层柱高从基础顶面算至二层楼面，底层柱高为：3.6＋0.6＝4.2m，其余各层柱高从楼面算至上一层楼面（即层高），各层均为3.3m。由此可绘出框架的计算简图如图2.1所示。2.2框架梁柱的线刚度计算对于中框架梁取I=1.5I0，全部钢材采用Q345—B钢，各构件的尺寸及刚度如下：A~B跨梁：选用HN450×200×9×14iA~B＝EI/l=1.5×2.06×105N/mm2×33700×104mm4/6200mm=16.80×109N·mm=1.680×104kN·mB~C跨梁：选用HN450×200×9×14iB~C＝EI/l=1.5×2.06×105N/mm2×33700×104mm4/6200mm=16.80×109N·mm=1.680×104kN·m边柱：1~6层选用HN500×500×16×247~11层选用HN350×350×10×14＝EI/l=2.06×105N/mm2×148373.52×104mm4/4200mm=7.277×104kN·mi2~6＝EI/l=2.06×105N/mm2×148373.52×104mm4/3300mm=9.262×104kN·mi7~11＝EI/l=2.06×105N/mm2×30457.71×104mm4/3300mm=1.9×104kN·m中柱：1~6层选用HN650×650×16×247~11层选用HN450×450×14×22＝EI/l=2.06×105N/mm2×334902×104mm4/4200mm=16.426×104kN·mi2~6＝EI/l=2.06×105N/mm2×334902×104mm4/3300mm=20.91×104kN·mi7~11＝EI/l=2.06×105N/mm2×98563.67×104mm4/3300mm=6.153×104kN·m2.3框架柱相对线刚度计算令边柱i2~66＝1.0，则其余余各杆件的的相对线刚刚度为：框架梁柱的相对对线刚度作作为计算各各节点杆端端弯矩分配配系数的依依据,如图2.1所示:图2.1框架相相对线刚度度图3荷载取值及荷载载组合3.1可变荷载载取值1）屋面和楼面活荷荷载标准值值根据《建筑结构构荷载规范范》（GB200009--20011）查得：：上人屋面：2..0kN//m2楼面（住宅楼）：2.0kN/m22）风荷载标准值基本风压：按广广州地区50年一遇风风荷载取其其标准值为为：0.5kkN/m22。3）地震荷载本设计中考虑地地震荷载的的作用。3.2永久荷载载取值1）女儿墙自重（做做法：墙高高13000mm，100mmm的混凝凝土压顶）：：1.3m×0..20m××11.88kN/mm3+0.1mm×0.200m×25kNN/m3=3.5568kNN/m2）屋面防水层（刚性）：30厚C20细石混凝土防水1.0kN/m2找平层：煤渣混混凝土0..05m××16kNN/m3=0.880kNN/m2防水层（柔性）：：二毡三油油铺小石子子0.400kN//m2找平层：15厚厚水泥砂浆浆0..015mm×20kN/mm3=0.330kNN/m2结构层：80厚厚压型钢板板组合楼板板混凝土部分：0..08m××25kNN/m3=2.000kN多波型V-1225压型钢板板：0..065kN/mm2装饰层：0.330kNN/m2合计4.887kN//m23）楼楼面1.110kNN/m2结构层：80厚厚压型钢板板组合楼板板砼部分：0.08mm×25kkN/m33=2.000kN多波型V-1225压型钢板板：0.0065kkN/m22装饰层：0.300kN//m2合计3.533kN/mm24）梁自重主梁HN4500×2000×9×114：766.5kkN/m＝0.7665kNN/m装饰层：0.330kNN/m合计1.006kN//m纵次梁HN3000×1550×6..5×9：00.0044753mm2×78..5kNN/m3＝0.377kN/mm装饰层：0.330kNN/m合计0.667kN//m横次梁HN3550×1775×7××11：00.0066366mm2×78..5kNN/m3＝0.500kN/mm装饰层：0.330kNN/m合计0.880kN//m基础梁（用于基基础计算）：b×h＝250mm×400mm255kN/mm3×0.255m×0.4mm=2.55kN/mm5）柱自重1~6层：边柱柱HW5000×5000×166×24：245..17kgg/m＝2.455kN/mm装饰层：00.50kN/mm合计22.95kkN/m中柱HW650×6650×116×244：3320.553kgg/m＝3.211kN/mm装饰层：00.50kN/mm合计33.71kkN/m7~11层：边边柱HW3550×3550×100×14：102..2kgg/m＝1.022kN/mm装饰层：00.50kN/mm合计11.52kkN/m中柱HW450×4450×114×222：200..04kkg/m＝2.000kN/mm装饰层：00.50kN/mm合计22.50kkN/m6）外纵墙自重底层29155m92m铝合金窗0.335kN//m251m=0.228kN//m合计3.000kN/mm标准层.9255m93m铝合金窗0.335kN//m251.==0.288kN//m水泥粉刷内墙0.336kNN/m2×(5.3=0.661kN//m合计33.32kkN/m7）内隔墙自重用计门：6.5kN/mm3墙体0m7-×N2木门自重0..2×KNN/㎡合计5..67kNN线荷载：5..67kNN/3.99m=1..45kkN/m3.3框架荷载载计算1）A～B轴间框架梁屋面板传均布荷荷载：恒载：3.9mm×4.8865kNN/m2=188.97kkN/m活载：3.9mm×2.000kN//m2=7..80kNN/m楼面板传均布荷荷载：恒载：3.9mm×3.5525kNN/m2=133.75kkN/m活载：3.9mm×2.000kN//m2=7..80kNN/mA～B轴间框架梁集中中荷载为（均均为恒载）：：屋面梁：因不布布置次梁，故故无集中荷荷载楼面梁：=次梁自重重+次梁上墙墙体自重=（0.67kNN/m2+3..32kkN/m22）×3.9mm＝15.556kNN/mA～B轴间框架梁均布布荷载为：：屋面梁：主梁自自重+屋面板传传荷载=1.006kN//m+188.97kkN/m==20.003kN//m楼面梁：主梁自自重+楼面板传传荷载+内横墙自自重=1.006kN//m+133.75kkN/m++1.455kN/mm=166.26kkN/m屋面、楼面梁活活载=板传活载=7.880kNN/m2）B～C轴间框架梁屋面板传均布荷荷载：恒载：3.9mm×4.8865kNN/m2=188.97kkN/m活载：3.9mm×2.000kN//m2=7..80kNN/m楼面板传均布荷荷载：恒载：3.9mm×3.5525kNN/m2=133.75kkN/m活载：3.9mm×2.000kN//m2=7..80kNN/mB～C轴间框架梁集中中荷载为（均均为恒载）：：屋面梁：因不布布置次梁，故故无集中荷荷载楼面梁：=次梁自重重+次梁上墙墙体自重=（0.67kNN/m2+1..45kNN/m2）×3.9mm＝8.277kN//mB～C轴间框架梁均布布荷载为：：屋面梁：主梁自自重+屋面板传传荷载=1.006kN//m+188.97kkN/m==20.003kN//m楼面梁：主梁自自重+楼面板传传荷载+内横墙自自重=1.006kN//m+133.75kkN/m++1.455kN/mm=166.26kkN/m屋面、楼面梁活活载=板传活载=7.880kNN/m3）A轴柱纵向集中荷荷载的计算算A～B跨1/4轴线次梁梁上荷载屋面板传均布荷荷载：恒载：3.9mm×4.8865kNN/m2=188.97kkN/m活载：3.9mm×2.000kN//m2=7..80kNN/m楼面板传均布荷荷载：恒载：3.9mm×3.5525kNN/m2=133.75kkN/m活载：3.9mm×2.000kN//m2=7..80kNN/m1/4轴间框架架梁集中荷荷载为（均均为恒载）：：屋面梁：1/4轴线次梁梁自重=6.2mm×0.880kN//m=44.96kkN楼面梁：=1/4轴轴线次梁自自重+次梁上墙墙体自重+二级次梁梁上墙体自自重=4.96kNN+6.22m×1..45kNN/m+（0.677kN//m2+1..45kkN/m22）×1.955m×4＝30.449kNB柱分别受次梁所所传荷载为为：恒载：屋面=板板传荷载+梁传荷载=（18.997kN//m×6..20m+4.996kN）/4=330.644kN楼面=板传荷载+梁传传荷载=（13.775kN//m×6..2m++30.449kN）/4=228.944kN活载：屋面=板板传荷载=（2.000kN/mm×3.990m×66.20mm）/4==12.009kN楼面=板传荷载=（22.00kkN/m××3.900m×66.20mm）/4=112.099kN顶层柱：天沟自重（采用用0.3厚混凝土土天沟，内内天沟，可可不考虑自自重）顶层柱恒载＝女女儿墙自重重＋纵主梁梁自重＋1/4轴线次梁梁所传荷载载＋1/5轴线次梁梁所传荷载载/m0/m.N.Nk顶层柱活载＝次次梁板传活活载=（2.00kN//m×3.900m×6.200m）/2=224.188kN标准层柱恒载＝＝纵主梁自自重及其上上墙体自重重＋1/4轴线次梁梁所传荷载载＋1/5轴线次梁梁所传荷载载k+2mm.N.Nk标准层柱活载＝＝次梁板传传活载=（2.00kN//m×3.900m×6.200m）/2=224.188kN4）B轴柱纵向集中荷荷载的计算算B～C跨1/4轴线次梁梁上荷载屋面板传均布荷荷载：恒载：3.9mm×4.887kN//m2=188.99kkN/m活载：3.9mm×2.000kN//m2=7..80kNN/m楼面板传均布荷荷载：恒载：3.9mm×3.553kN//m2=133.77kkN/m活载：3.9mm×2.000kN//m2=7..80kNN/m1/4轴间框架架梁集中荷荷载为（均均为恒载）：：屋面梁：1/4轴线次梁梁自重=6.2mm×0.880kN//m=44.96kkN楼面梁：=1/4轴轴线次梁自自重+次梁上墙墙体自重+二级次梁梁上墙体自自重=4.96kNN+6.22m×1..45kNN/m+（0.677kN//m2+1..45kNN/m2）×1.955m×2＝22.222kNC柱分别受次梁所所传荷载为为：恒载：屋面=板板传荷载+梁传荷载=（18.999kN//m×6..2m++4.966kN）/4=330.677kN楼面=板传荷载+梁传传荷载=（13.777kN//m×6..20m+22..22kNN）/4=226.900kN活载：屋面面=板传荷载=（2.000kN/mm×3.990m×66.20mm）/4==12.009kN楼面=板传荷载=（22.00kkN/m××3.900m×66.20mm）/4==12.009kNN顶层柱：天沟自重（采用用0.3厚混凝土土天沟，内内天沟，可可不考虑自自重）顶层柱恒载＝纵纵主梁自重重＋1/4轴线次梁梁所传荷载载＋1/5轴线次梁梁所传荷载载/.6+6N3顶层柱活载＝次次梁板传活活载＝2.00kN//m×3..90m××（6.200m+6..2m）/2=448.366kN标准层柱恒载＝＝纵主梁自自重及其上上墙体自重重＋1/4轴线次梁梁所传荷载载＋1/5轴线次梁梁所传荷载载/.N89+94标准层柱活载＝＝次梁板传传活载＝2.00kN//m×3..90m××（6.200m+6..2m）/2=448.366kN5）C轴柱纵向集中荷荷载的计算算顶层柱：天沟自重（采用用0.3厚混凝土土天沟，内内天沟，可可不考虑自自重）顶层柱恒载＝女女儿墙自重重＋纵主梁梁自重＋11/4轴线次梁梁所传荷载载＋1/5轴线次梁梁所传荷载载/.1k×m.N.Nk顶层柱活载＝次次梁板传活活载＝2.00kN//m×3..90m//2×6..20m=24..18kNN标准层柱恒载＝＝纵主梁自自重及其上上墙体自重重＋1/4轴线次梁梁所传荷载载＋1/5轴线次梁梁所传荷载载k+2mm.N.k标准层柱活载＝＝次梁板传传活载＝2.00kN//m×3.900m×6.200m/2==24.118kN6）柱自重边柱：7~11柱自重重：11.52kkN/m××3.3mm=5..02kNN2~6层柱自重重：1.552kN//m×3..3m==9.744kN底层柱自重：2..95kNN/m×44.2m=10..62kNN中柱：7~11层柱自自重：22.50kkN/m××3.3mm=8..25kNN2~6层柱自自重：3.771kN//m×3..3m==12.224kN底层柱自重：3..71kNN/m×44.2m=13..36kNN3.4荷载计算算汇总1）竖向集中荷载标标准值计算算根据以下计算所所得数据，列列出以下荷荷载计算值值如表3.1～3.3所示。楼面集中荷载位置女儿墙重①外纵墙重②柱自重③内隔墙重④纵向主梁重⑤次梁和墙体重⑥楼屋面荷载竖向集中荷载恒载⑦活载⑧恒载（①~⑦之和）活载⑧屋面A轴线27.85——————8.2761.28——24.1897.424.18AB跨————————————————————B轴线————————8.27122.56——48.36130.8348.36BC跨————————————————————C轴线27.85——————8.2761.28——24.1897.424.18标准层A轴线——25.9————8.2758.11——24.1892.0424.18AB跨中——————————15.56————15.56——B轴线——25.9————8.27116.67——48.36145.8448.36BC跨中——————————15.56————15.56——C轴线——25.9————8.2758.11——24.1887.9624.18表3.1竖向集中中荷载标准准值计算(单位：kNN)2）竖向均布荷载载标准值计计算框架梁自重和横横向轻质隔隔墙自重以以均布荷载载的形式作作用在框架架梁上：表3.2竖向均布布荷载标准准值计算表表（单位：：kN/mm）楼层均布力位置横梁型号梁自重=1\*GB3①隔墙自重=2\*GB3②板传荷载③均布荷载值=1\*GB3①+=2\*GB3②+③屋面AB跨（6.2m）HN450X2200X99X141.06——18.9720.03BC跨（6.2m）HN450X2200X99X141.06——18.9720.03标准层楼面AB跨（6.2m）HN450X2200X99X141.063.3213.7518.13BC跨（6.2m）HN450X2200X99X141.063.3213.7518.133）水平集中荷载标标准值计算算在本算例中由于于不考虑地地震荷载的的作用，所所以水平荷荷载计算即即风荷载的的计算。作用在屋面梁和和楼面梁节节点处的集集中风荷载载标准值：：式中基本风压压(本工程位位于广州市市)—风压高度变化系系数，因建建筑地点位位于广州市市郊区，所所以地面粗粗糙度为B类；—风荷载体型系数数，根据建建筑物的体体型查得；；—风振系数，基本本自振周期期对于钢框框架结构可可用,应考虑风压脉动动对结构发发生顺风向向风振的影影响，,查表得，,,—下层柱高；—上层柱高，对顶顶层为女儿儿墙高度的的2倍；—迎风面的宽度，B＝7.8mm。表3.3集中中风荷载标标准值离地高度Z/m37.051.511.001.661.030.53.32.637.4933.751.470.861.581.030.53.33.338.8630.451.420.751.521.030.53.33.336.1127.151.360.681.501.030.53.33.334.1323.851.310.521.391.030.53.33.330.4720.551.250.411.331.030.53.33.327.8117.251.180.331.281.030.53.33.325.2713.951.100.231.211.030.53.33.322.2710.651.010.151.151.030.53.33.319.437.351.000.061.061.030.53.33.317.734.051.000.021.021.030.54.23.317.07以上的荷载值见见荷载图3.1。图3.1受受荷总图4风荷载作用下的的位移验算算4.1侧移刚度度见表4.1、表表4.2、表表4.3..表4.1横向77～11层D值的计算算构件名称A轴柱0.780.285862B轴柱0.440.1813424C轴柱0.740.275653表4.2横向22～6层D值的计算算构件名称A轴柱0.1630.0757655B轴柱0.1410.06615207C轴柱0.1560.0727348表4.3横向底底层D值的计算算构件名称A轴柱0.2060.3215841B轴柱0.1800.31234863C轴柱0.1980.318157424.2风荷载作作用下框架架侧移计算算水平荷载作用下下框架的层层间侧移可可按下式计计算：式中—第j层的总剪剪力；—第j层所有柱的抗侧侧刚度之和和；—第j层的侧移刚度；；j层侧移顶层侧移钢框架在风荷载载作用下侧侧移的计算算见表4..4表4.4风荷载作作用下框架架侧移计算算层数1137.4937.49247590.00151/22001038.8676.35247590.00311/1065936.11112.46247590.00451/733834.13146.59247590.00591/559730.47177.06247590.00721/458627.81204.87302100.00681/485525.27230.14302100.00761/434422.27252.41302100.00841/393319.43271.84302100.00901/367217.73289.57302100.00961/344117.07306.64664460.00461/913侧移验算:层间侧移移最大值1//344<11/3000满足要求求(据建筑抗抗震设计规规范GB500011--20011表5.5..1弹性层层间位移角角限值多、高高层钢结构构为1/3000)柱顶侧移移最大值总=0.06682/37.22=1/5445<1//500满足要求求。5水平地震作用下下的计算5.1该建筑高高度为366.6m，采采用底部剪剪力法计算算。作用于屋面梁和和各层楼面面梁处的重重力荷载代代表值为：：屋面梁处：Gww=结构与构构件自重+50%活载楼面梁处：GEEi=结构与构构件自重+50%活载其中结构和构件件自重取楼楼面上下高高范围内（屋屋面梁处取取顶层的一一半）的结结构和构件件自重，重重力荷载代代表值计算算如下表5.1A柱(单位：kNN)层数恒载活载11Gw=97.4+55.02××0.5++25.99×0.55=1122.8624.187~10Gw=92.04++5.022=97..0624.186Gw=92.04++(5.002+9..74)××0.5==99.44224.182~5Gw=92.04++9.744=1011.7824.181Gw=92.04++(9.774+100.62))×0.5==102..2224.18表5.2B柱(单位：kNN)层数恒载活载11Gw=130.833+8.225×0..5+255.9×00.5=1147.99148.367~10Gw=145.844+8.225=1554.09948.366Gw=145.844+(8..25+112.244)×0.5==156..0948.362~5Gw=145.844+12..24=1158.00848.361Gw=145.844+(122.24++13.336)×0.5==158..6448.36表5.3C柱(单位：kNN)层数恒载活载11Gw=97.4+55.02××0.5++25.99×0.55=1122.8624.187~10Gw=87.96++5.022=92..9824.186Gw=87.96++(5.002+9..74)××0.5==95.33424.182~5Gw=87.96++9.744=97..724.181Gw=87.96++(9.774+100.62))×0.5==98.11424.18表5.4ABB梁AB梁恒载活载均布荷荷载集中荷载(2个个)1120.03kNN/m20kN7.8kN//m21~11018.13kNN/m215.56kNN7.8kN//m2表5.5BC梁梁BC梁恒载活载均布荷荷载集中荷载(1个个)1120.03kNN/m20kN7.8kN/mm21~11018.13kNN/m215.56kNN7.8kN//m2表5.6各层重重力荷载代代表值层数Gi11112.86++147..91+1112.886+200.03××6.2++20.003×6..2+(224.188+48..36+224.188)×0..5+7.88×12..4×0..5=7220.400kN7~1097.06+1154.009+922.98++18.113×12.44+15..56×3+(244.18++48.336+244.18))×0.5++7.8××12.44×0.5==712..34kNN699.42+1156.009+955.34++18.113×12.44+15..56×3+(244.18++48.336+244.18))×0.5++7.8××12.44×0.5==719..06kkN2~5101.78++158..08+997.7++368..212==725..77kkN1102.22++158..64+998.144+3688.2122=7277.21kN∑Gi=7919.111kN图5.1重力荷载载标准值下下的荷载总总图5.2多遇地震震作用标准准值和位移移验算由设防防烈度为7度，远震震；查表可可得αmax=00.08,,Tg=0.445,T1=(0.1~00.12))n=1~~1.2,,取1.211因为Tg<T1<5Tgg,所以横向向地震影响响系数：α1=（Tg/T1）0.99αmax=00.0333T1=1.1s>11.4Tgg=1.44×0.445=0..63sδn=0.08T11+0.001=0..08×11.21++0.011=0.1107FEK=α1Geeq=α1×0.885∑Gi=0.0033×00.85××79199.11kkN=2222.133kN顶部附加作用力力△Fn=δnFEK=0..107××222..13=223.777kNFEKK(1-δn)=1998.366kN按抗震规范算得得作用于各各质点上横横向水平地地震作用标标准值如6.1表所示。(其中)表5.7FeiKK的计算层数11720.4037.226798.888163370..0332.5432.5410712.3433.924148.333163370..0329.3261.869712.3430.621797.660163370..0326.4788.338712.3427.319446.888163370..0323.61111.947712.342417096.116163370..0320.76132.706719.0620.714884.554163370..0318.07150.775725.7717.412628.440163370..0315.33166.14725.7714.110233.336163370..0312.43178.533725.7710.87838.322163370..039.52188.052725.777.55443.288163370..036.61194.661727.214.23054.288163370..033.71198.37表5.8地震作作用下框架架侧移计算算层数1132.5432.54247590.00131/25381029.3261.86247590.00251/1320926.4788.33247590.00361/917823.61111.94247590.00451/733720.76132.70247590.00541/611618.07150.77302100.00501/660515.33166.1302100.00551/600412.43178.53302100.00591/55939.52188.05302100.00621/53226.61194.66302100.00641/51613.71198.37664460.00301/1400侧移验算层间侧移移最大值1/5516<11/3000，满足要求求。6内力计算为简化计计算，考虑虑如下几种种单独受荷荷情况：恒载作用活载满跨布置；；风荷载作用（从从左向右，或或从右向左左）；地震荷载作用。对于（1）、（2）2种情况，框框架在竖向向荷载作用用下，采用用迭代法计计算；对于于第（3）（4）两种情情况,框架在水水平荷载作作用下，采采用D值法计算算。在内力分析以前前，还应计计算节点各各杆的弯距距分配系数数以及在竖竖向荷载作作用下各杆杆端的固端端弯曲。6.1恒载作用用下内力计计算由前述的刚度比比可根据下下式求得节节点各杆端端的弯距分分配系数如如图6.1所示。均布荷载和集中中荷载偏心心引起的固固端弯距构构成节点不不平衡弯距距：根据上述公式计计算的梁固固端弯距如如图6.1所示。将固端弯距及节节点不平衡衡弯距填入入图6.1中节点的的方框中，即即可进行迭迭代计算，直直至杆端弯弯距趋于稳稳定，在最最后按下式式求得各杆杆端弯距，梁梁端弯矩算算出后，梁梁跨中弯矩矩根据梁受受荷情况运运用叠加法法算出。如如图6.2所示。式中—杆端最后弯距；；—各杆端固端弯距距;—迭代所得的固端端近端转角角弯距；—迭代所得的固端端远端转角角弯距；以上计算中,当当已知框架架M图求V以及已知V图求N图时,可采用结结构力学取取脱离体的的方法。如如已知杆件件（梁或柱柱）两端的的弯矩。其剪力：式中，——简支支梁支座左左端和右端端的剪力标标准值，当当梁上无荷荷载作用时时，==0，剪力以以使所取隔隔离体产生生顺时针转转动为正；；，——梁端弯矩标准值值，以绕杆杆端顺时针针为正，反反之为负。已知某节点上柱柱传来的轴轴力和左、右右传来的剪剪力，，其下柱柱的轴力：：式中，，以压力力为正，拉拉力为负。恒荷载作用下的的弯距图、剪剪力图和轴轴力图见图图。6.2活荷载标标准值作用用下的内力力计算(图省略，方方法同恒载载)活荷载标准值作作用在A～B轴间的迭迭代图，最最后杆端弯弯矩图，弯弯距图、剪剪力图和轴轴力图。6.3风荷载标标准值作用用下的内力力计算框架在风荷载作作用（从左左向右吹）下下的内力用用D值法（改改进的反弯弯点法）进进行计算。其其步骤为：：求各柱反弯点处处的剪力值值；求各柱反弯点高高度；求各柱的杆端弯弯距及梁端端弯距；求各柱的轴力和和梁剪力。第i层第m所分配的剪力为为：见表。框架柱反弯点位位置，计算算结果如表表7.1～7.3所示。框架各柱的杆端端弯距、梁梁端弯距按按下式计算算，计算过过程如表7.4～7.7所示。中柱边柱6.4地震荷载载作用下的的内力计算算(图省略)计算方法同风荷荷载相同。见见表7.8~~7.111。图6.1恒载作用用下的迭代代图图6.2恒载载作用下的的弯矩图（单单位：kNN.m）图6.3恒载载作用下的的剪力图（单单位：kNN）图6.4恒载作作用下的轴轴力图（单单位：kNN）图6.5重力荷载载标准值作作用下的迭迭代图图6.6重力荷荷载标准值值作用下的的弯矩图（单单位：kNN.m）图6.7重力荷载载标准值作作用下的剪剪力图（单单位：kNN）图6.8重力荷荷载标准值值作用下的的轴力图（单单位：kNN）图6.9活荷荷载作用下下的迭代图图图6.10活活荷载作用用下的弯矩矩图（单位位：kN..m）图6.11活活荷载作用用下的剪力力图（单位位：kN）图6.12活活荷载作用用下的轴力力图（单位位：kN）7水平荷载载作用下的的反弯点计计算表7.1A轴轴框架柱反反弯点位置置层号113.30.780.300000.30.99103.30.780.400000.401.3293.30.780.440000.441.45283.30.780.450000.451.48573.30.780.450000.451.48563.30.1630.4130000.4131.36353.30.1630.3820000.3821.26143.30.1630.4320000.4321.42633.30.1630.4870000.4871.60723.30.1630.70600-0.050.7012.31314.20.2060.990-0.0500.943.948表7.2B轴轴框架柱反反弯点位置置层号113.30.440.220000.220.726103.30.440.320000.321.05693.30.440.370000.371.22183.30.440.400000.401.3273.30.440.450000.451.48563.30.1410.450000.451.48553.30.1410.450000.451.48543.30.1410.450000.451.48533.30.1410.500000.501.6523.30.1410.5500-0.050.501.6514.20.181.060-0.0501.014.242表7.3C轴轴框架柱反反弯点位置置层号113.30.740.300000.300.99103.30.740.400000.401.3293.30.740.420000.421.38683.30.740.450000.451.48573.30.740.450000.451.48563.30.1560.3060000.3061.10153.30.1560.3780000.3781.24743.30.1560.4280000.4281.41233.30.1560.5220000.5221.72323.30.1560.71600-0.050.7112.34614.20.1981.000-0.0500.9503.99表7.4风荷载载作用下AA轴框架柱柱剪力和梁梁柱端弯矩矩的计算层号Vi/KN∑DDimDim/∑DVim/kNyh/mMc上kn·mMC下kn·mMb总kn·m1137.492475958620.248.880.9920.508.7920.501076.352475958620.2418.081.3244.5823.8653.379112.462475958620.2426.631.45249.2138.6673.078146.592475958620.2434.711.48562.9951.54101.657177.062475958620.2441.921.48576.0962.25127.636204.873021076550.2551.911.363100.5570.76162.815230.143021076550.2558.321.261118.9173.54189.664252.413021076550.2563.961.426119.8691.21193.403271.843021076550.2568.881.607116.62110.69207.822289.573021076550.2573.372.31372.42169.72183.121306.6466446158410.2473.103.94818.42288.62188.14表7.5风荷荷载作用下下B轴框架柱柱剪力和梁梁柱端弯矩矩的计算层号Vi/KN∑DDimDim/∑DVim/kNyh/mMC上kn·mMC下kn·mMb左kn·mMb右kn·m1137.4924759134240.5420.330.72652.3214.7626.7225.601076.3524759134240.5441.401.10590.8645.7453.9451.689112.4624759134240.5460.971.221126.7774.4588.0984.428146.5924759134240.5479.481.32157.37104.91118.38113.447177.0624759134240.5496.001.485174.24142.56142.55136.606204.8730210152070.50103.131.485187.17153.14168.38161.355230.1430210152070.50115.851.485210.26172.03185.58177.834252.4130210152070.50127.061.485230.61188.68205.61197.033271.8430210152070.50136.841.65225.78225.78211.65202.812289.5730210152070.50145.761.65240.51240.51238.12228.171306.6466446348630.52160.894.242-6.76682.49119.37114.38表7.6风荷荷载作用下下C轴框架柱柱剪力和梁梁柱端弯矩矩的计算层号Vi/KN∑DDimDim/∑DVim/kNyh/mMc上kn·mMC下kn·mMb总kn·m1137.492475956530.238.560.9919.778.4719.771076.352475956530.2317.431.3234.5223.0142.999112.462475956530.2325.681.38649.1535.5972.168146.592475956530.2333.471.48560.7549.7096.347177.062475956530.2340.431.48573.3760.03123.086204.873021073480.2449.831.01114.1150.33174.155230.143021073480.2455.981.247114.9269.80165.254252.413021073480.2461.391.412115.9186.69185.723271.843021073480.2466.121.723104.27113.92190.962289.573021073480.2470.432.34667.19165.23181.121306.6466446157420.2472.653.9915.26289.86180.49表7.7风荷荷载作用下下框架柱轴轴力与梁端端剪力层数\柱轴力(kn))AB跨VbABBC跨VbBCA轴：NcAB轴：VbAB－VbBBCB轴：NcBC轴：NcC11-7.62-7.32-7.62-0.30-0.307.3210-17.31-15.27-24.92-2.04-2.3322.599-25.99-25.25-50.92-0.74-3.0747.848-35.49-33.83-86.41-1.66-4.7381.687-43.58-41.88-129.988-1.69-6.42123.566-53.42-54.11-183.4000.69-5.73177.675-60.52-55.34-243.922-5.19-10.92233.014-64.36-61.73-308.288-2.62-13.54294.743-67.66-63.51-375.944-4.15-17.68358.252-67.94-66.01-443.888-1.93-19.61424.271-49.60-47.56-493.488-2.04-21.65471.83表7.8地震作作用下A轴框架柱柱剪力和梁梁柱端弯矩矩的计算层号Vi/KN∑DDimDim/∑DVim/kNyh/mMc上kn·mMC下kn·mMb总kn·m1132.542475958620.247.700.9917.807.6317.801061.862475958620.2414.651.3229.0019.3336.63988.332475958620.2420.911.45238.6530.3757.988111.942475958620.2426.501.48548.1039.3678.477132.72475958620.2431.421.48557.0246.6696.386150.773021076550.2538.201.36374.0052.07120.6651662542.091.26185.8253.07137.894178.533021076550.2545.241.42684.7864.51137.853188.053021076550.2547.651.60780.6776.57145.182194.663021076550.2549.332.31348.68114.09125.261198.3766446158410.2447.293.94811.92186.71126.01表7.9地震震作用下BB轴框架柱柱剪力和梁梁柱端弯矩矩的计算层号Vi/KN∑DDimDim/∑DVim/kNyh/mMC上kn·mMC下kn·mMb左kn·mMb右kn·m1132.5424759134240.5417.640.72645.4112.8123.1922.221061.8624759134240.5433.541.10573.6237.0644.1442.29988.3324759134240.5447.891.22199.5758.4869.7766.868111.9424759134240.5460.691.32120.1780.1191.2387.427132.724759134240.5471.951.485130.59106.84107.60103.106150.7730210152070.5075.891.485137.75112.70124.90119.695166.130210152070.5083.611.485151.75124.16135.05129.414178.5330210152070.5089.871.485163.11133.45146.70140.573188.0530210152070.5094.661.65156.19156.19147.91141.732194.6630210152070.5097.991.65161.68161.68162.32155.551198.3766446348630.52104.084.242-4.37441.5180.3376.98表7.10地地震作用下下C轴框架柱柱剪力和梁梁柱端弯矩矩的计算层号Vi/KN∑DDimDim/∑DVim/kNyh/mMc上kn·mMC下kn·mMb总kn·m1132.542475956530.237.430.9917.167.3617.161061.862475956530.2314.121.3227.9718.6435.32988.332475956530.2320.171.38638.6027.9557.248111.942475956530.2325.561.48546.3937.9574.347132.72475956530.2330.301.48554.9944.9992.956150.773021073480.2436.671.0183.9837.04128.9751662440.401.24782.9450.38119.984178.533021073480.2443.421.41281.9861.31132.363188.053021073480.2445.741.72372.1378.81133.452194.663021073480.2447.352.34645.17111.08123.981198.3766446157420.2447.003.999.87187.52120.95表7.11地地震荷载作作用下框架架柱轴力与与梁端剪力力层数\柱轴力(kn))AB跨VbABBC跨VbBCA轴：NcAB轴：VbAB－VbBBCB轴：NcBC轴：NcC11-6.61-6.35-6.61-0.26-0.266.3510-13.03-12.52-19.64-0.51-0.7718.879-20.60-20.02-40.24-0.59-1.3538.898-27.37-26.09-67.61-1.28-2.6464.987-32.90-31.62-100.511-1.28-3.9196.606-39.61-40.11-140.1220.50-3.41136.705-44.02-40.22-184.144-3.80-7.21176.934-45.89-44.02-230.044-1.87-9.08220.953-47.27-44.38-277.311-2.89-11.97265.332-46.38-45.08-323.699-1.30-13.27310.421-33.28-31.92-356.977-1.36-14.63342.348内力组合各种荷载情况下下的框架内内力求得后后，根据最最不利又是是可能的原原则进行内内力组合。当当考虑结构构塑性内力力重分布的的有利影响响时，应在在内力组合合之前对竖竖向荷载作作用下的内内力进行调调幅。分别别考虑恒荷荷载和活荷荷载由可变变荷载效应应控制的组组合和永久久荷载效应应控制的组组合，并比比较两种组组合的内力力，取最不不利者。由由于构件控控制截面的的内力值应应取支座边边缘处，为为此，进行行组合前，应应先计算各各控制截面面处（支座座边缘处的的）内力值值。梁支座边缘处的的内力值：：式中—支座座边缘截面面的弯矩标标准值；—支座边缘截面的的剪力标准准值；—梁柱中线交点处处的弯矩标标准值；—与相应的梁柱中线线交点处的的剪力标准准值；—梁单位长度的均均布荷载标标准值；—梁端支座宽度（即即柱截面高高度）。柱上端控制截面面在上层的的梁底，柱柱下端的控控制截面在在下层的梁梁顶。按轴轴线计算简简图算得的的柱端内力力值，宜换换算到控制制截面处的的值。为了了简化起见见，也可采采用轴线处处内力值。各内力组合见表表8.1--8.155表8.1用于承承载力计算算的框架梁梁由可变荷荷载效应控控制的基本本组合表(AB梁)层数恒载活载左风右风Mmax相应的的VMmin相应的的V︱V︱max相应的MM①②③④组合项目数值组合项目数值组合项目数值11左M-43.91-15.3120.50-20.501.2*①+11.4*②+1.44*0.66*④1.2*①+11.4*②+1.44*0.66*④-91.351.2*①+11.4*②+1.44*0.66*④-91.35V57.1421.84-7.627.62105.54105.54中M36.9814.92-3.113.1167.88右M-74.6-29.81-26.7226.721.2*①+11.4*②+1.44*0.66*③-153.7001.2*①+11.4*②+1.44*0.66*③-153.700V-67.04-26.52-7.627.62-123.977-123.9777左M-61.48-19.33127.63-127.6331.2*①+11.4*②+1.44*0.66*④1.2*①+11.4*②*0.77+1.44*④-271.4001.2*①+11.4*②+1.44*0.66*④-208.055V67.6622.83-43.5843.58164.57149.76中M39.2613.96-7.467.4672.92右M-82.24-34.52-142.555142.551.2*①+11.4*②*0.77+1.44*③-332.0991.2*①+11.4*②+1.44*0.66*③-266.766V-75.86-25.53-43.5843.58-177.066-163.3882左M-73.51-23.78183.12-183.1221.2*①+11.4*②+1.44*0.66*④1.2*①+11.4*②*0.77+1.44*④-367.8881.2*①+11.4*00.7*②+1.44*④-367.888V70.4423.89-67.9467.94203.06203.06中M35.8412.79-27.5027.5084.01右M-77.05-25.59-238.122238.121.2*①+11.4*②*0.77+1.44*③-450.9111.2*①+11.4*00.7*②+1.44*③-450.911V-73.09-24.47-67.9467.94-206.811-206.8111左M-72.43-23.33188.14-188.1441.2*①+11.4*②+1.44*0.66*③1.2*①+11.4*②*0.77+1.44*④-373.1881.2*①+11.4*②+1.44*0.66*④-277.622V70.1923.78-49.6049.60176.97159.18中M36.1612.9134.39-34.3990.35右M-77.5-25.82-119.377119.371.2*①+11.4*②*0.77+1.44*③-285.4221.2*①+11.4*00.7*②+1.44*③-285.422V-73.33-24.58-49.6049.60-181.522-181.522注：M单位为KN·mm，V单位为KN表8.2用于承承载力计算算的框架梁梁由永久荷荷载效应控控制的基本本组合表(AB梁)层数恒载活载Mmax相应的的VMmin相应的的V︱V︱max相应的MM①②组合项目数值组合项目数值组合项目数值11左M-43.91-15.311.35*①++1.4**②*0.771.35*①++1.4**0.7**②-74.281.35*①++1.4**0.7**②-74.28V57.1421.8498.5498.54中M36.9814.9264.54右M-74.6-29.811.35*①++1.4**0.7**②-129.9221.35*①++1.4**0.7**②-129.922V-67.04-26.52-116.499-116.4997左M-61.48-19.331.35*①++1.4**②*0.771.35*①++1.4**0.7**②-101.9441.35*①++1.4**0.7**②-101.944V67.6622.83113.71113.71中M39.2613.9666.68右M-82.24-34.521.35*①++1.4**0.7**②-144.8551.35*①++1.4**0.7**②-144.855V-75.86-25.53-127.433-127.4332左M-73.51-23.781.35*①++1.4**②*0.771.35*①++1.4**0.7**②-122.5441.35*①++1.4**0.7**②-122.544V70.4423.89118.51118.51中M35.8412.7960.92右M-77.05-25.591.35*①++1.4**0.7**②-129.1001.35*①++1.4**0.7**②-129.100V-73.09-24.47-122.655-122.6551左M-72.43-23.331.35*①++1.4**②*0.771.35*①++1.4**0.7**②-120.6441.35*①++1.4**0.7**②-120.644V70.1923.78118.06118.06中M36.1612.9161.47右M-77.5-25.821.35*①++1.4**0.7**②-129.9331.35*①++1.4**0.7**②-129.933V-73.33-24.58-123.088-123.088注：M单位为KN·mm，V单位为KN表8.3用于承承载力计算算的框架梁梁由地震效效应控制的的基本组合合表(AB梁)层数重力荷载代表值值水平地震作用设设计值水平地震作用设设计值Mmax相应的的VMmin相应的的V︱V︱max相应的MM①②③组合项目数值组合项目数值组合项目数值11左M-60.8317.80-17.801.2*①+11.3*③1.2*①+11.3*③-96.141.2*①+11.3*③-96.14V79.37-6.616.61103.84103.84中M51.5-2.702.7065.30右M-103.611-23.1923.191.2*①+11.3*②-154.4881.2*①+11.3*②-154.488V-93.17-6.616.61-120.400-120.4007左M-81.4396.38-96.381.2*①+11.3*③1.2*①+11.3*③-223.0111.2*①+11.3*③-223.011V90.64-32.9032.90151.54151.54中M52.96-5.615.6170.85右M-109.666-107.600107.601.2*①+11.3*②-271.4771.2*①+11.3*②-271.477V-101.255-32.9032.90-164.277-164.2772左M-97.53125.26-125.2661.2*①+11.3*③1.2*①+11.3*③-279.8771.2*①+11.3*③-279.877V94.38-46.3846.38173.56173.56中M48.48-18.5318.5382.27右M-102.522-162.322162.321.2*①+11.3*②-334.0441.2*①+11.3*②-334.044V-97.5-46.3846.38-177.300-177