钢筋混凝土框架结构的秀水佳园综合办公楼的建筑、结构和基础设计 毕业设计框架结构计算书

'摘要本毕业设计遵循先建筑、后结构、再基础的设计过程，根据任务书和指导书的要求，完成钢筋混凝土框架结构的秀水佳园综合办公楼的建筑、结构和基础设计。建筑施工图包括总平面图及说明，一层、二层、三层、标准层和屋顶平面图，正立面和背立面图，楼梯和电梯井的剖面图，以及若干详图。各图均按规范要求设计并得到指导老师认可。本工程结构设计时密切结合建筑设计，力求经济合理，。考虑毕业设计的特殊要求，以手算为主、电算为辅。结构设计主要包括以下几个部分：重力荷载计算；框架侧移刚度计算；横向水平荷载作用下框架结构的内力和侧移计算；竖向荷载作用下框架结构的内力计算；截面设计与配筋计算；楼梯设计；梁板设计和基础设计。计算书的主要内容有：手工完成横向框架结构侧移计算、框架受力分析与截面设计（包括内力分析、水平荷载与竖向荷载的计算和组合、截面配筋）；进行楼梯设计；进行框架现浇楼板局部单元板和连系梁的设计（包括手工进行荷载计算、内力分析组合及配筋计算）；进行横向框架所对应的柱下基础设计。毕业设计的成果符合现行规范的要求，因而是合理可行的。关键词：钢筋混凝土结构；框架结构；综合办公楼；建筑与结构设计89 Thebuildingdesignandstructuraldesignofreinforcedconcreteframestructure’sXiuShuiJiaYuancomprehensiveofficebuildingStudent:HUOJian-caiTeacher:HUANGJun-FengAbstract:Thisgraduationprojectfollowsandbuilds,andthenstructure,morebasicdesignprocessfirst,accordingtotherequestoftaskbookandguidebook,finishthebuildingdesignandstructuraldesignofreinforcedconcreteframestructure’sXiuShuiJiaYuancomprehensivebuilding.Theconstructiondrawingofthebuildingincludingthatone,two,three,thestandardfloorandroofplans,frontandbackareelevation,stairsandelevatorshaftoftheprofiles,aswellasanumberofdetails.Regulatoryrequirementsoftheplansaredesignedandapprovedinstructor.Thedesignofengineeringstructures,buildingdesigncloselytotheeconomyandreasonable.Considerthespecialrequirementsofgraduationprojectinordertohand-count-based,supplementedbycomputer.Structuraldesignincludethefollowingmainparts:thecalculationofgravityload;theframeworkoflateralstiffnesscalculation;transversehorizontalloadstructureundertheframeworkofthecalculationofinternalforceanddisplacement;verticalloadstructureundertheframeworkoftheinternalforcecalculation;Designandreinforcedcross-sectioncalculation;staircasedesign;beamdesignandfoundationdesign.Calculationofthemaincontentsofthebookare:handtocompletethestructureofthehorizontallateralframework,theframeworkofstressanalysisandcross-sectiondesign(includinganalysisofinternalforces,horizontalloadandverticalloadcalculationandcombinationofreinforcementcross-section);forthestaircasedesign;totheframeworklocalunitcast-in-placefloorpanelsandthedesignoflinkbeams(includingthemanualloading,thereinforcementofinternalforceanalysisofthecompositionandcalculation);horizontalframeworkofthecorrespondingbasisforthedesignofthenextcolumn.Graduatedfromtheresultsofthedesignrequirementsinlinewithexistingnorms,soitisreasonableandfeasible.Thedesignofengineeringstructures,buildingdesigncloselytotheeconomyandreasonable.Considerthespecialrequirementsofgraduationprojectinordertohand-count-based,supplementedbycomputer.Structuraldesignincludethefollowingmainparts:thecalculationofgravityload;the89 frameworkoflateralstiffnesscalculation;transversehorizontalloadstructureundertheframeworkofthecalculationofinternalforceanddisplacement;verticalloadstructureundertheframeworkoftheinternalforcecalculation;Designandreinforcedcross-sectioncalculation;staircasedesign;beamdesignandfoundationdesign.Calculationofthemaincontentsofthebookare:handtocompletethestructureofthehorizontallateralframework,theframeworkofstressanalysisandcross-sectiondesign(includinganalysisofinternalforces,horizontalloadandverticalloadcalculationandcombinationofreinforcementcross-section);forthestaircasedesign;totheframeworklocalunitcast-in-placefloorpanelsandthedesignoflinkbeams(includingthemanualloading,thereinforcementofinternalforceanalysisofthecompositionandcalculation);horizontalframeworkofthecorrespondingbasisforthedesignofthenextcolumn.Thegraduationprojectachievementconformstothepresentstandardrequirement,thusisreasonableandfeasible.Keywords:reinforcedconcretestructure;framestructure;comprehensiveofficebuilding;buildingdesignandstructuraldesign89 目次摘要…………………………………………………………………………………ⅠAbstract……………………………………………………………………………Ⅱ1.工程概况…………………………………………………………………………12.结构方案及布置…………………………………………………………………13.构件初估…………………………………………………………………………23.1柱截面尺寸的确定………………………………………………………23.2梁尺寸确定………………………………………………………………33.3楼板厚度的确定…………………………………………………………33.4柱高度……………………………………………………………………34.重力荷载计算…………………………………………………………………34.1屋面(顶盖)及楼面的恒荷载标准值…………………………………34.2屋面(顶盖)及楼面的活荷载标准值…………………………………54.3梁、柱、墙、窗、门重力荷载计算……………………………………54.4重力荷载代表值…………………………………………………………75.框架侧移刚度计算……………………………………………………………85.1横向框架侧移刚度计算…………………………………………………85.2纵向框架侧移刚度计算…………………………………………………116.横向水平荷载作用下框架结构的内力和侧移计算…………………………136.1横向水平地震作用下框架结构的内力和侧移计算…………………136.1.1横向自振周期计算………………………………………………136.1.2水平地震作用及楼层地震剪力计算……………………………146.1.3水平地震作用下的位移验算……………………………………166.1.4水平地震作用下框架内力计算…………………………………166.2横向风荷载作用下框架结构的内力和侧移计算………………………206.2.1风荷载标准值……………………………………………………206.2.2风荷载作用下的水平位移验算…………………………………236.2.3风荷载作用下框架结构内力计算………………………………247.竖向荷载作用下框架结构的内力计算………………………………………287.1横向框架内力计算……………………………………………………2889 7.1.1计算单元………………………………………………………287.1.2荷载计算………………………………………………………287.1.3内力计算………………………………………………………327.2横向框架内力组合…………………………………………………447.2.1结构抗震等级………………………………………………447.2.2框架梁内力组合……………………………………………447.2.3框架柱内力组合……………………………………………468.截面设计……………………………………………………………………568.1框架梁…………………………………………………………………568.1.1梁的正截面受弯承载力计算…………………………………568.1.2梁斜截面受剪承载力计算……………………………………608.2框架柱…………………………………………………………………618.2.1剪跨比和轴压比验算…………………………………………618.2.2柱正截面承载力计算…………………………………………618.2.3柱斜截面受剪承载力计算……………………………………638.3框架梁柱节点核心区截面抗震验算…………………………………649.楼梯设计……………………………………………………………………659.1平台板计算……………………………………………………………669.1.1荷载计算……………………………………………………669.1.2截面设计……………………………………………………679.2梯段板计算…………………………………………………………679.2.1荷载计算…………………………………………………679.2.2截面设计…………………………………………………689.3平台梁计算…………………………………………………………689.3.1荷载计算…………………………………………………689.3.2正截面承载力计算………………………………………689.3.3斜截面承载力计算………………………………………6910.梁板设计………………………………………………………………6910.1板的计算………………………………………………………7010.1.1单向板计算……………………………………………7010.1.2双向板计算……………………………………………7110.2梁的计算…………………………………………………………7510.2.1弹性理论………………………………………………7510.2.2塑性理论……………………………………………7989 11.基础设计…………………………………………………………………8111.1场地土层条件……………………………………………………8111.2结构型式………………………………………………………8111.3材料选择………………………………………………………8111.4确定基础埋深d………………………………………………8111.5确定地基承载力特征值……………………………………8111.6计算边柱（以E/轴柱为例）………………………………8111.6.1确定基础基底尺寸……………………………………8111.6.2验算基础底面应力……………………………………8211.6.3计算基础底板厚度h…………………………………8211.6.4基础底板配筋…………………………………………8311.7计算中柱（以D/轴柱为例）………………………………8411.7.1确定基础基底尺寸……………………………………8411.7.2验算基础底面应力……………………………………8411.7.3计算基础底板厚度h…………………………………8411.7.4基础底板配筋…………………………………………85N结论………………………………………………………………………86致谢……………………………………………………………………………88参考文献………………………………………………………………………8989 1.工程概况本设计工程为一综合办公楼，建筑主体结构共有8层，无地下室，底层层高3.9m，其余层层高均为3.6m；局部突出屋面的塔楼为电梯机房和楼梯间，层高为3.0m，总高32.1m。建筑面积6521.45m2，占地面积746.92m2。地震设计烈度7度，建筑场地类别为Ⅱ类，场地特征周期为0.35s，基本风压为0.35kN/m2，基本雪压0.30kN/m2，地面粗糙度为C类。2.结构方案及布置该建筑为综合办公楼，根据该房屋的使用功能及建筑设计要求建筑平面布置灵活，有较大空间。框架结构的特点是整体性好，满足大空间，耐久性好。而且框架结构占地面积小，可在地面留下较大的空间，以满足绿化，交通，保护既有建筑物等规划要求，造型新颖美观，具有很好的艺术效果，并且建筑采光好，视野开阔。综合考虑以上结构体系的特点，根据本地地形，抗震等级，以及经济方面，本工程选用框架结构形式。该工程采用全现浇结构体系，1～5层混凝土强度等级为C40，以上各层均为C30，结构平面布置如下图.89 3.构件初估3.1柱截面尺寸的确定利用式A=a,式中：A为横截面面积，取方形时边长为a；G为结构单位面积的重量，根据经验估算钢筋砼高层建筑约为12～18KN/m，由于框架结构办公楼荷载较小，按15kN/m考虑；n为验算截面以上楼层层数；F为验算柱的负荷面积，可根据柱网尺寸确定；为砼轴心抗压强度设计值；设防烈度7度、大于30m高的框架结构抗震等级为二级，因此柱轴压比限值取0.8；为地震及中、边柱的相关调整系数，7度设防地区，中柱取1，边柱取1.1.对于中柱，F=7.2×(6.6+2.2)/2=31.68m，1层中柱（n取8；C40混凝土，=19.1MPa）;A=a==0.284m,a=0.534m.6层中柱（n取3；C30混凝土，=14.3MPa）A=a==0.142m,a=0.378m.初步选定中柱截面550mm550mm；对于边柱，轴边柱F=7.2×6.6/2=23.76m，1层（n取8；C40混凝土，=19.1MPa）;A=a==0.235m,a=0.485m.6层边柱（n取3；C30混凝土，=14.3MPa）A=a==0.117m,a=0.343m。初步选定边柱截面500mm500mm;轴边柱F=7.2×(6.6/2+0.9)=30.24m，1层（n取8；C40混凝土，=19.1MPa）;89 A=a==0.299m,a=0.547m.6层边柱（n取3；C30混凝土，=14.3MPa）A=a==0.150m,a=0.387m.初步选定边柱截面550mm550mm.根据以上结果并综合考虑其他因素，设计柱截面尺寸取值如下：1层700mm×700mm,2～6层600mm×600mm,7～8层550mm×550mm。3.2梁尺寸确定梁截面高度hb=(1/121/8)l,l为跨长,边跨l=6600mm，中跨l=2200mm；梁截面宽度bb=（1/31/2）hb.横向框架跨数少，主梁沿横向布置有利于提高建筑物的横向抗侧刚度，因此本工程框架采用横向承重，根据梁跨度可初步确定横向框架主梁为240mm650mm，次梁为240mm400mm，走道梁及悬挑梁为240mm500mm；纵向连系梁为240mm650mm.3.3楼板厚度的确定楼板为现浇单向板，一般厚度取（1/401/30）板（短向长度）且不小于80mm，3600/40=90m,取100mm＞90mm,满足要求.3.4柱高度底层柱高度h=3.9m+0.45m+0.75m=5.1m，其中3.9m为底层层高，0.45m为室内外高差，0.75m为基础顶面至室外地面的高度。其他柱高等于层高，即3.6m。4.重力荷载计算4.1屋面（顶盖）及楼面的恒荷载标准值屋面（上人）均布荷载标准值：30厚细石混凝土保护层22kN/m3×0.03m=0.66kN/m2三毡四油防水层0.40kN/m220厚水泥砂浆找平层20kN/m3×0.02m=0.40kN/m2150厚水泥蛭石保温层5kN/m3×0.15m=0.75kN/m21:8水泥炉渣找坡层1.2kN/m289 100厚钢筋混凝土板结构层25kN/m3×0.1m=2.5kN/m2V型轻钢龙骨吊顶0.25kN/m2合计6.16kN/m2屋面恒荷载标准值:[(45+0.24)×(16.3-0.9+0.24)+(4.5+3.6+3.6)×0.9×1∕2×2]×6.16=718.6×6.16=4426.576kN.顶盖（不上人）均布荷载标准值：30厚细石混凝土保护层22kN/m3×0.03m=0.66kN/m2三毡四油防水层0.40kN/m220厚水泥砂浆找平层20kN/m3×0.02m=0.40kN/m2150厚水泥蛭石保温层5kN/m3×0.15m=0.75kN/m21:8水泥炉渣找坡层1.2kN/m2100厚钢筋混凝土板结构层25kN/m3×0.1m=2.5kN/m2合计5.91kN/m2顶盖恒荷载标准值:[(6.6+0.72×2)×(3.6+0.72×2)×2+(6.6+0.72×2)×(3+0.72×2)]×5.91=(40.52×2+35.70)×5.91=689.933kN.1～7层楼面均布荷载标准值：瓷砖地面（包括水泥粗砂打底）0.55kN/m2100厚钢筋混凝土板结构层25kN/m3×0.1m=2.5kN/m2V型轻钢龙骨吊顶0.25kN/m2合计3.30kN/m21层楼面恒荷载标准值：[(45+0.24)×(16.3+0.24)-4.5×0.9×1/2×2+(7.2+0.7)×0.9]×3.30=(748.27－4.05+7.11)×3.3=751.33×3.3=2479.389kN2层楼面恒荷载标准值：[(45+0.24)×(16.3+0.24)-4.5×0.9×1/2×2－7.2×3×(6.6+0.9)]×3.30=(748.27－4.05－162)×3.3=582.25×3.3=1921.425kN3～7层楼面恒荷载标准值：[(45+0.24)×(16.3-0.9+0.24)+(4.5+3.6+3.6)×0.9×1/2×2]×3.3=718.1×3.3=2369.730kN.4.2屋面（顶盖）及楼面的活荷载标准值89 楼面均布活荷载标准值2.0kN/m2屋面（上人）均布活荷载标准值2.0kN/m2顶盖（不上人）均布活荷载标准值0.5kN/m2屋面均布雪荷载标准值sk=μr·s0=1.0×0.3=0.3kN/m2式中：μr为屋面积雪分布系数，取μr=1.0.楼面活荷载标准值：㈠1层：[(45+0.24)×(16.3+0.24)-4.5×0.9×1/2×2+(7.2+0.7)×0.9]×2.0=(748.27－4.05+7.11)×2.0=751.33×2.0=1502.660kN㈡2层：[(45+0.24)×(16.3+0.24)-4.5×0.9×1/2×2－7.2×3×(6.6+0.9)]×2.0=(748.27－4.05－162)×2.0=582.25×2.0=1164.500kN㈢3～7层：[(45+0.24)×(16.3-0.9+0.24)+(4.5+3.6+3.6)×0.9×1/2×2]×2.0=718.1×2.0=1436.200kN.屋面（上人）活荷载标准值：[(45+0.24)×(16.3-0.9+0.24)+(4.5+3.6+3.6)×0.9×1/2×2]×2.0=718.1×2.0=1436.200kN.屋面雪荷载标准值：[(45+0.24)×(16.3-0.9+0.24)+(4.5+3.6+3.6)×0.9×1/2×2－(6.6+0.72×2)×(3.6+0.72×2)×2－(6.6+0.72×2)×(3+0.72)]×0.3=(718.1－81.04－29.91)×0.3=182.145kN.顶盖（不上人）活荷载标准值：[(6.6+0.72×2)×(3.6+0.72×2)×2+(6.6+0.72×2)×(3+0.72×2)]×0.5=(40.52×2+35.70)×0.5=58.370kN.顶盖雪荷载标准值：[(6.6+0.72×2)×(3.6+0.72×2)×2+(6.6+0.72×2)×(3+0.72×2)]×0.3=(40.52×2+35.70)×0.3=35.022kN.4.3梁、柱、墙、窗、门重力荷载计算梁、柱可根据截面尺寸、材料容重及粉刷等计算出单位长度上的重力荷载；对墙、门、窗等可计算出单位面积上的重力荷载。具体计算过程从略，计算结果见下表1：层次构件b/mh/mr/(kN/m3)βg/(kN/m)Li/mnGi/kN∑Gi/kN89 1KL-10.240.65251.054.0955.44016356.4291223.334KL-20.240.50251.053.1501.960849.392KL-30.240.50251.053.1500.66024.158LL-10.240.65251.054.0953.5708116.953LL-20.240.65251.054.0956.50020532.350CL-10.240.40251.052.5206.1210154.224XL-10.240.50251.053.1500.7849.828KZ0.700.70251.1013.4755.10342336.5652KL-10.240.65251.054.0955.64016369.5331249.542KL-20.240.50251.053.1501.960849.392KL-30.240.50251.053.1500.66024.158LL-10.240.65251.054.0953.7208121.867LL-20.240.65251.054.0956.60020540.540CL-10.240.40251.052.5206.1210154.224XL-10.240.50251.053.1500.7849.828KZ0.600.60251.109.9003.6341211.7603～6KL-10.240.65251.054.0955.64016369.5331240.470KL-20.240.50251.053.1501.960849.392LL-10.240.65251.054.0953.7208121.867LL-20.240.65251.054.0956.60020540.540CL-10.240.40251.052.5206.1210154.224XL-10.240.50251.053.1500.7824.914KZ0.600.60251.109.9003.6321140.4807～8KL-10.240.65251.054.0955.74016376.0851253.574KL-20.240.50251.053.1501.960849.392LL-10.240.65251.054.0953.7958124.324LL-20.240.65251.054.0956.65020544.635CL-10.240.40251.052.5206.1210154.224XL-10.240.50251.053.1500.7824.914KZ0.550.55251.108.3193.632958.349注：1）表中β为考虑梁、柱的粉刷层重力荷载而对其重力荷载的增大系数；g表示单位长度构件重力荷载；89 n为构件数量。2）梁长度取净长；柱长度取层高。墙体为240厚粘土空心砖（15kN/m3），外墙面贴瓷砖（0.5kN/㎡），内墙面为20厚抹灰（17kN/m3），则外墙单位墙面重力荷载为0.5+15×0.24+17×0.02=4.44kN/㎡内墙为240厚粘土空心砖，两侧均为20厚抹灰，则内墙单位面积重力荷载为15×0.24+17×0.02×2=4.28kN/㎡玻璃幕墙（1.2kN/m3）单位墙面重力荷载为1.2×0.24=0.29kN/㎡表2各层墙体自重总和：层次123～67～8顶层墙体自重（kN）3005.5102579.9303262.6703246.950978.310木门单位面积重力荷载为0.2kN/㎡；铝合金门窗单位面积重力荷载取0.4kN/㎡。表3各层门窗自重总和层次123～67～8顶层门窗自重（kN）35.08032.89050.97050.63054.6324.4重力荷载代表值顶盖（不上人）重力荷载代表值包括：顶盖恒载，50%屋面雪荷载，半层墙体自重。顶层（上人）重力荷载代表值包括：屋面恒载，50%屋面活荷载和50%雪荷载，纵横梁自重，楼面上下半层柱自重，上下半层墙体自重。其他层重力荷载代表值包括：楼面恒载，50%楼面活荷载，纵横梁自重，楼面上下半层柱自重，上下半层墙体自重。由此得集中于各楼层标高处的重力荷载代表值Gi如下图89 5.框架侧移刚度计算5.1横向框架侧移刚度计算横梁线刚度ib计算过程见下表4：类别层次Ec/(N/mm2)b×h/mm×mmIo/mm4l/mmEcIo/l/N·mm1.5EcIo/l/N·mm2EcIo/l/N·mmKL-11～53.25×104240×6505.49×10966002.705×10104.058×10105.410×10106～83.15×1042.622×10103.933×10105.244×1010KL-21～53.25×104240×5002.50×10922003.693×10105.540×10107.386×10106～83.15×1043.580×10105.370×10107.160×1010KL-3XL-11～53.25×104240×5002.50×1099009.028×101013.542×101018.056×10106～83.15×1048.750×101013.125×101017.500×1010柱线刚度ic计算过程见下表5：层次hc/mmEc/(N/mm2)b×h/mm×mmIc/mm4EcIc/hc/N·mm151003.25×104700×7002.001×101012.36×10102～53600600×6001.080×10109.75×1010636003.15×104600×6001.080×10109.45×10107～83600550×5500.763×10106.68×101089 对于高度小于50m且高宽比小于4的建筑物，仅考虑柱弯曲变形引起的柱侧移刚度，忽略柱的轴向变形。横向框架柱侧移刚度（D）计算见下表6：层次位置单层柱数1边框架边柱203014边框架中柱0.460262314边框架边柱轴0.385219546轴0.567323332中框架中柱轴0.5062885412轴0.615350704∑D8690462边框架边柱0.172155284边框架中柱0.330297924边框架边柱轴0.217195906轴0.481434242中框架中柱轴0.3963575012轴0.546492924∑D101183689 3边框架边柱0.172155284边框架中柱0.330297924边框架边柱轴0.217195906中框架中柱轴0.3963575012/轴0.546493032/轴0.597538844∑D10419604、5边框架边柱0.172155284边框架中柱0.330297924边框架边柱轴0.2171959010中框架中柱轴0.3963575012/轴0.546493032∑D9047866边框架边柱0.175153134边框架中柱0.333291384边框架边柱0.2171898810轴0.400350001289 中框架中柱/轴0.547478892∑D8834617、8边框架边柱0.227140664边框架中柱0.410253874边框架边柱0.2821743510中框架中柱轴0.481297512/轴0.625386422∑D766458由上表得横向框架各层层间侧移刚度如下表7：层次12345678∑Di(N/mm)8690461011836979876904786904786883461766458766458可见，∑D1∕∑D2=8690461011836=0.859>0.7，且869046=∑D1>0.8(∑D2+∑D3+∑D4)3=772399，故该框架为横向规则框架。5.2纵向框架侧移刚度计算纵向框架侧移刚度计算方法与横向框架相同。柱在纵向的侧移刚度除与柱沿纵向的截面特性有关外，还与纵梁的线刚度有关。纵梁线刚度ib计算过程见下表8：类别层次Ec/(N/mm2)b×h/mm×mmIo/mm4l/mmEcIo/l/N·mm1.5EcIo/l/N·mm2EcIo/l/N·mmLL-11～53.25×104240×6505.493×10945003.967×10105.951×10107.934×10106～83.15×1043.845×10105.768×10107.690×1010LL-21～53.25×10472002.479×10103.719×10104.959×10106～83.15×1042.403×10103.605×10104.806×101089 本设计中，纵、横向柱线刚度相同，详见横向刚度计算中相应表格。纵向框架柱侧移刚度（D）计算见下表9：层次位置单层柱数1边框边柱轴0.4810.395225252轴0.3010.348198442边框中柱轴0.7820.461262882～轴0.6020.424241784中框边柱0.6420.432246346中框中柱轴1.0430.507289116～轴0.8020.4652651612∑D8734892边框边柱轴0.6100.234211252轴0.3810.160144442边框中柱轴0.9920.332299722～轴0.7630.276249174中框边柱0.8140.289260906中框中柱轴1.3220.398359316～轴1.0170.337304242∑D9679643、4、5边框边柱0.6100.234211254边框中柱轴0.9920.332299724～轴0.7630.276249178中框边柱0.8140.289260904中框中柱轴1.3220.398359314～轴1.0170.337304248∑D8952006边框边柱0.6200.237207384边框中柱轴1.0080.335293134～轴0.7750.27924413889 中框边柱0.8270.293256384中框中柱轴1.3430.402351754～轴1.0330.341298388∑D8774627、8边框边柱0.8630.301186174边框中柱轴1.4030.412254834～轴1.0790.350216488中框边柱1.1510.365225764中框中柱轴1.8710.483298744～轴1.4390.418258548∑D766216纵向框架各层层间侧移刚度值表10：层次12345678∑Di(N/mm)873489967964895200895200895200877462766216766216由上表可知，∑D1∕∑D2=873489∕967964=0.902>0.7，且∑D1＞0.8(∑D2+∑D2+∑D2)∕3=735564，所以该框架为纵向规则框架。6.横向水平荷载作用下框架结构的内力和侧移计算6.1横向水平地震作用下框架结构的内力和侧移计算6.1.1横向自振周期计算将G9=1222.26kN折算到主体结构的顶层，即结构顶点的假想侧移由以下三公式计算。式中：Gk为集中在k层楼面处的重力荷载代表值；89 为把集中在各层楼面处的重力荷载代表值视为水平荷载而得的第i层的层间剪力；为第i层的层间侧移刚度；、分别为第i、k层的层间侧移；s为同层内框架柱的总数。计算过程见下表11，其中第8层的Gi为G8与Ge之和。表11结构顶点的假想侧移计算层次810482.1810482.1876645813.7383.778597.3319079.5176645824.9370.068683.3227762.8388346131.4345.158782.4236545.2590478640.4313.748782.4245327.6790478650.1273.338782.4262002.6697987663.3223.227892.5769895.23101183669.1159.919054.9378950.1686904690.890.8由计算基本周期T1，其中uT的量纲为m，取=0.7，则。6.1.2水平地震作用及楼层地震剪力计算本设计结构高度不超过40m，质量和刚度沿高度分析比较均匀，变形以剪切型为主，故采用底部剪力法计算水平地震作用。结构总水平地震作用标准值按计算，式中为相应于结构基本自振周期的水平地震影响系数；为结构等效总重力荷载，在此多质点取总重力荷载代表值的85%，即=0.85∑Gi=0.85×(9054.93+7892.57+8782.42×3+8683.32+8597.33+10482.18)=0.85×71057.59=60398.95kN，根据地震分组和场地类别得Tg=0.35s,7度设防得=0.08s。钢筋混凝土结构的阻尼比ξ=0.05，则衰减指数γ=0.9，Tg＜T1=0.74s<5Tg，则，=0.041×60398.95=2476.4kN由于T1=0.74s＞1.4Tg=1.4×0.35=0.49s,所以应考虑顶部附加水平地震作用。顶部附加地震作用系数δn=0.08T1+0.07=0.08×0.74+0.07=0.1292,89 故ΔF8=δn=0.1292×2476.4=320.0kN,各质点的水平地震作用按计算，各楼层地震剪力按，计算结果见下表12：表12各质点横向水平地震作用及楼层地震剪力计算表层次Hi/mGi/kNGiHi/kN·m∑GiHi/kN·mFi/kNVi/kN33.31228.1040895.731280791.500.03269.0069.00830.39108.76275995.431280791.500.215783.62852.62726.78597.33229548.711280791.500.179386.001238.62623.18683.32200584.691280791.500.157338.551577.17519.58782.42171257.191280791.500.134288.961866.13415.98782.42139640.481280791.500.109235.052101.18312.38782.42108023.771280791.500.084181.142282.3228.77892.5768665.361280791.500.054116.452398.7715.19054.9346180.141280791.500.03677.632476.40各质点横向水平地震作用及楼层地震剪力沿房屋高度的分布图如下：6.1.3水平地震作用下的位移验算89 水平地震作用下框架结构的层间位移Δui和顶点位移ui分别按和计算，计算过程及结果见下表13。表中还计算了各层的层间弹性位移角。表13横向水平地震作用下的位移验算层次Vi/kN∑Di/(N/mm)Δui/mmui/mmhi/mm8852.627664581.1116.4536001/324371238.627664581.6215.3436001/222261577.178834611.7913.7236001/201151866.139047862.0611.9336001/174842101.189047862.329.8736001/155232282.329798762.337.5536001/154522398.7710118362.375.2236001/151912476.408690462.852.8551001/1789可见，最大层间弹性位移角发生在第二层，其值为1/1519＜1/550,满足的要求，其中=1/550为钢筋混凝土框架弹性层间位移角限值。6.1.4水平地震作用下框架内力计算取轴一榀横向框架计算。框架柱端剪力及弯矩分别按和计算，其中取自表6，取自表7，层间剪力取自表12。各柱反弯点高度比y按确定，其中由查表得。89 具体计算过程及结果见表14。表14各层柱端弯矩及剪力计算层次hi/mVi/kN边柱中柱轴83.6852.627664581743519.390.7850.3423.7346.072975133.101.8570.4452.4366.7373.61238.627664581743528.180.7850.4040.5860.872975148.081.8570.4577.8995.2063.61577.178834611898833.900.5550.4352.4869.563500062.481.3330.47105.72119.2153.61866.139047861959040.400.5550.4565.4579.993575073.731.3120.47124.75140.6843.62101.189047861959045.490.5550.4573.6990.073575083.021.3120.50149.44149.4433.62282.329798761959045.630.5550.5082.1382.133575083.271.3120.50149.89149.8923.62398.7710118361959046.440.5550.5591.9575.233575084.751.3120.50152.55152.5515.12476.408690462195462.560.4380.78248.8670.192885482.221.0350.65272.56146.76注：表中M量纲为kN·m，V量纲为kN。梁端弯矩、剪力及柱轴力分别按、和计算，其中梁线刚度取自表4，具体计算过程见下表15。89 表15梁端弯矩、剪力及柱轴力计算层次KL-1KL-2柱轴力边柱N轴中柱N846.0728.216.611.2538.5238.522.235.02-11.25-23.77784.6062.456.622.2885.2185.212.277.46-33.53-78.956110.1483.376.629.32113.77113.772.2103.43-62.85-153.065132.47104.236.635.86142.22142.222.2129.29-98.71-246.494155.52115.986.641.14158.26158.262.2143.87-139.85-349.223155.82126.626.642.79172.77172.772.2157.06-182.64-463.492157.36127.936.643.23174.57174.572.2158.70-225.87-578.961162.14126.616.643.75172.76172.762.2157.05-269.62-692.26注：1）柱轴力中的负号表示拉力。当为左地震作用时，左侧两根柱为拉力，对应的右侧两根为压力。2）表中M单位为kN·m，V单位为kN，N单位为kN，l单位为m。89 水平地震作用下框架的弯矩图、梁端剪力图及柱轴力图如下图：框架弯矩图（KN·m）89 梁端剪力图及柱轴力图（kN）6.2横向风荷载作用下框架结构的内力和侧移计算6.2.1风荷载标准值风荷载标准值按计算。基本风压=0.35kpa，本设计建筑体型系数按正多边形平面考虑，得=0.8（迎风面）和=－0.5（背风面）。C类地区，H/B=30.3/45=0.673，查表得ν=0.41;T1=0.74s,=0.35×0.742=0.19kN·s2/m2,查表得ξ=1.28.89 ，取轴为横向框架，其负载宽度为7.2m，则沿房屋高度的分布风荷载标准值。根据各楼层标高处的高度Hi由查相关表取，代入上式可得各楼层标高处的q（z），见下表16；表16沿房屋高度分布风荷载标准值层次Hi/mHi/H/(kN/m)/(kN/m)830.31.001.001.5253.0741.922726.70.8810.9471.4882.8411.776623.10.7620.8901.4492.6001.625519.50.6440.841.4022.3741.484415.90.5250.761.3632.0881.305312.30.4060.741.2881.9211.20128.70.2870.741.2041.7961.12315.10.1680.741.1191.6691.04389 q(z)沿房屋高度的分布图如下：风荷载沿房屋高度的分布图（kN/m）《荷载规范》规定，对于高度大于30m且高宽比大于1.5的房屋结构，应采用风振系数来考虑风压脉动的影响。本设计房屋高度H=30.3m>30m，H/B=30.3/16.3=1.86>1.5，由表16知沿房屋高度在1.119～1.525范围内变化，即风压脉动的影响较大。因此，该房屋应考虑风压脉动的影响。框架结构分析时，应按静力等效原理将上图的分布风荷载转化为节点集中荷载，计算过程如下：F8=(3.074+1.922+2.841+1.776)×3.6×1/2+(0-3.074+0-1.922)×3.6×1/2×1/3+(3.074-2.841+1.922-1.776)×3.6×1/2×2/3=14.75kNF7=(2.841+1.776+2.6+1.625)×3.6×1/2+(3.074－2.841+1.922-1.776)×3.6×1/2×1/3+(2.841-2.6+1.776-1.625)×3.6×1/2×2/3=16.62kNF1=(1.669+1.043)×5.1×1/2+(1.796－1.669+1.123-1.043)×3.6×1/2×1/3+(1.669－0+1.043-0)×5.1×1/2×2/3=11.65kN同理，得F6=15.23kN，F5=13.83kN，F4=12.34kN，F3=11.27kN，F2=10.51kN。汇总各层结果如下图所示：89 6.2.2风荷载作用下的水平位移验算根据上图所示的水平荷载，由计算层间剪力，然后依据表6求出轴框架的层间侧移刚度，由和计算各层的相对侧移和绝对侧移。计算过程见下表：表17风荷载作用下框架层间剪力及侧移计算层次12345678Fi/kN11.6510.5111.2712.3413.8315.2316.6214.75Vi/kN106.294.5584.0472.7760.4346.8031.3714.75∑D/(N/mm)1147321403821294581106801106801079769437294372Δui/mm0.930.670.650.660.550.430.330.16ui/mm0.931.602.252.913.463.894.224.38Δui/hi1/54841/53731/55381/54551/65451/83721/109091/2250089 由上表可知，风荷载作用下框架的最大层间位移角为1/5373，远远小于1/550，满足规范要求。6.2.3风荷载作用下框架结构内力计算计算方法与水平地震作用下的相同。计算结果如下：表18各层柱端弯矩及剪力计算层次hi/mVi/kN边柱中柱轴83.614.7594372174352.730.7850.343.346.49297514.651.8570.447.379.3773.631.3794372174355.800.7850.408.3512.53297519.891.8570.4516.0219.5863.646.80107976189888.230.5550.4312.7416.893500015.171.3330.4725.6728.9453.660.431106801959010.700.5550.4517.3321.193575019.521.3120.4733.0337.2443.672.771106801959012.880.5550.4520.8725.503575023.501.3120.5042.3042.3033.684.041294581959012.720.5550.5022.9022.893575023.211.3120.5041.7841.7823.694.551403821959013.190.5550.5526.1221.363575024.081.3120.5043.3443.3415.1106.21147322195420.320.4380.7880.8322.802885426.711.0350.6588.5447.6889 表19梁端弯矩、剪力及柱轴力计算层次KL-1KL-2柱轴力边柱N轴中柱N86.493.966.61.585.415.412.24.92-1.58-3.34715.8711.396.64.1315.5615.562.214.15-4.13-10.02625.2419.016.66.7025.9525.952.223.59-6.70-16.89533.9326.606.69.1736.3136.312.233.01-9.17-23.84442.8331.856.611.3243.4843.482.239.53-11.32-28.21343.7635.556.612.0248.5348.532.244.12-12.02-32.10244.2635.996.612.1649.1349.132.244.66-12.16-32.50148.9238.486.613.2452.5452.542.247.76-13.24-34.5289 轴横向框架在风荷载作用下的弯矩、梁端剪力及柱轴力见下图。89 89 7.竖向荷载作用下框架结构的内力计算7.1横向框架内力计算7.1.1计算单元取轴横向框架进行计算，计算单元宽度为7.2m，如下图所示。由于房间内布置有次梁，故直接传给该框架的楼面荷载如下图中的水平阴影线所示，计算单元范围内的其余楼面荷载则通过次梁和纵向框架梁以集中力的形式传给横向框架，作用于各节点上。纵向框架梁的中心线与柱的中心线不重合，因此在框架节点上还作用有集中力矩。7.1.2荷载计算1）恒载计算在下图中，、代表横梁自重，为均布荷载形式。89 对于第8层，=4.095kN/m，=3.150kN/m。和分别为房间和走道板传给横梁的梯形荷载和三角形荷载，由框架计算单元所示几何关系可得，=6.16×3.6=22.176kN/m，=6.16×2.2=13.552kN/m。P1、P2分别为由边纵梁、中纵梁直接传给柱的恒载，它包括梁自重、楼板重和女儿墙等的重力荷载，计算如下：集中力矩对于7层，包括梁自重和其上横梁自重，为均布荷载。其他荷载计算方法同第8层。=4.095+4.28×(3.6-0.65)=16.721kN/m，=3.150kN/m，=3.3×3.6=11.88kN/m，=3.3×2.2=7.26kN/m89 ，。2～6层，=16.721kN/m，=3.150kN/m，=11.88kN/m，=7.26kN/m，，。1层，=16.721kN/m，=3.150kN/m，=11.88kN/m，=7.26kN/m，，。89 2）活荷载计算活荷载作用下各层框架梁上的荷载分布如下图所示：对于第8层，=3.6×2=7.2kN/m，=2.4×2=4.8kN/m，，，。同理，在屋面雪荷载作用下，=3.6×2=7.2kN/m，=2.4×2=4.8kN/m，，，。7层，=7.2kN/m，=4.8kN/m，，，，。2～6层，=7.2kN/m，=4.8kN/m，89 ，，，。1层，=7.2kN/m，=4.8kN/m，，，，。将以上计算结果汇总得以下两表：表20横向框架恒载汇总表层次/(kN/m)/(kN/m)/(kN/m)/(kN/m)/kN/kN/kN·m/kN·m84.0953.1522.17613.552169.30172.2726.2426.70716.7213.1511.887.26154.08193.8023.8830.042～616.7213.1511.887.26153.51193.1727.6334.77116.7213.1511.887.26162.21200.2537.3146.06表21横向框架活载汇总表层次/(kN/m)/(kN/m)/kN/kN/kN·m/kN·m87.2（1.08）4.8（0.72）23.76（12.83）37.18（20.077）3.68（1.989）5.76（3.112）77.24.823.7637.181.9893.1122～67.24.823.7637.184.2776.69217.24.823.7637.185.4658.551注：表中括号内数值对应于屋面雪荷载作用情况。7.1.3内力计算梁端、柱端弯矩采用二次分配法计算。。1）固端弯矩计算将框架梁视为两端固定梁计算固端弯矩，计算过程如下：恒载：8层：89 =-84.90kN·m，kN·m，1～7层：=－98.22kN·m，=－3.10kN·m；活载：1～8层：kN·m，kN·m；雪载：kN·m，kN·m1）分配系数计算由于结构和荷载基本对称，在此可按对称计算，计算时可用半框架，半框架的梁柱线刚度见上图。切断的横梁线刚度为原来的一倍，分配系数按与节点连接的各杆的转动刚度比值计算，远端固定SAB=4i,远端定向支承SAB=i.89 8层：下柱=(4×6.68)/(4×6.68+4×5.244)=0.56，右梁=(4×5.244)/(4×6.68+4×5.244)=0.44；左梁=(4×5.244)/(4×5.244+4×6.68+14.32)=0.338，上柱=0，下柱=(4×6.68)/(4×5.244+4×6.68+14.32)=0.431，右梁=14.32/(4×5.244+4×6.68+14.32)=0.231.其他层的分配系数见弯矩分配图。1）传递系数C远端固定，C=1/2，远端定向支承，C=-189 1）弯矩分配过程和所得弯矩图如下图所示0.3590.2820.2360.3010.162-98.220.3130.4420.2450.3840.3960.2200.2100.2680.1910.3340.3790.1430.3340.14120.96-7.68-5.58-90.5226.6911.05-7.1130.63-98.2217.29-6.34-5.09-92.36-98.2215.53-5.77-5.20-93.6631.2013.56-9.1835.5827.9513.80-9.3632.3933.64-9.0715.627.1128.93-6.5113.3522.0998.22-15.3610.48-19.59-11.532.1695.5096.562.368.65-12.6798.2297.132.677.77-11.5398.22-19.59-8.092.75-24.93-10.541.48-12.16-22.87-10.084.26-28.69-8.631.60-10.13-16.17-9.803.01-22.96-20.16-11.444.66-26.94-20.16-10.294.66-25.79-8.501.97-9.63-3.10-3.10-3.105层7层6层8层-4.69-17.77-0.72-12.36-34.20-1.34-23.0678.67-1.0512.91-18.0984.9043.79-2.4113.3532.85-70.03-1.89-9.0525.81-84.900.2310.4310.3380.4400.560右梁下柱上柱左梁右梁下柱上柱26.2423.8827.6327.6326.7030.0434.7734.77-9.800.3590.3012.75-28.3726.69-7.1116.4336.0189 0.3910.3910.2180.3910.3910.2180.1890.3410.3410.1290.1890.3410.3410.129-98.2215.39-5.71-4.81-93.35-98.2215.39-5.71-4.77-93.3127.6013.80-8.6332.7727.6013.80-8.5632.8432.84-8.5613.8027.6032.95-8.6313.9827.6096.902.397.70-11.4198.2296.952.447.70-11.4198.22-20.58-10.084.32-26.34-20.58-10.294.32-26.55-7.791.64-9.25-20.58-10.294.39-26.48-20.58-10.294.39-26.48-7.791.66-9.23-3.10-3.103层4层27.6327.6334.7734.7746.0634.7737.3127.632层1层-3.10-3.10-8.430.51-5.84-17.731.70-19.43-24.261.34-10.29-15.31-9.581.31-7.79-24.743.50-7.66-20.58-27.373.50-10.29-20.5898.22-8.496.000.7496.4798.22-11.417.701.9496.4527.6013.98-7.3834.0227.6021.56-3.3831.9823.06-4.2913.8027.3531.00-7.3810.7827.60-92.35-1.88-4.2512.00-98.22-92.65-4.11-5.7115.39-98.220.1190.3960.3120.1730.1290.3410.3410.1890.1970.4490.3540.2180.3910.39111.53-8.87恒载弯矩分配图右梁下柱上柱左梁右梁下柱上柱89 0.3590.2820.2360.3010.162-22.740.3130.4420.2450.3840.3960.2200.2100.2680.1910.3340.3790.1430.3340.1415.85-2.18-1.71-20.787.452.89-2.178.17-22.744.52-1.56-1.40-21.18-22.744.06-1.42-1.38-21.488.163.55-2.539.187.313.61-2.498.438.77-2.414.097.097.72-1.793.735.7822.74-4.352.93-5.54-3.40.5821.922.510.632.26-3.1222.7422.570.632.03-2.8322.74-5.54-1.990.74-6.79-2.990.40-3.80-5.62-2.481.13-6.97-2.120.43-2.9-3.98-2.770.80-5.95-4.96-2.811.11-6.66-4.96-2.531.11-6.38-2.090.46-2.84-1.21-1.21-3.105层7层6层8层-5.18-0.33-3.64-10.19-0.62-6.8021.13-0.484.20-5.3322.7413.81-0.593.7310.67-17.49-0.47-2.678.39-22.740.2310.4310.3380.4400.560右梁下柱上柱左梁右梁下柱上柱3.681.9894.2774.2775.763.1126.6926.692-2.770.3590.3010.74-8.27.45-2.175.3410.6289 0.3910.3910.2180.3910.3910.2180.1890.3410.3410.1290.1890.3410.3410.129-22.744.02-1.40-1.27-21.39-22.744.02-1.40-1.26-21.387.223.61-2.308.537.223.61-2.288.558.55-2.283.617.228.58-2.303.667.2222.520.572.01-2.8022.7422.530.582.01-2.8022.74-5.06-2.481.02-6.52-5.06-2.531.02-6.57-1.920.39-2.74-5.06-2.531.04-6.55-5.06-2.531.04-6.55-1.920.39-2.74-1.21-1.213层4层4.2774.2776.6926.6928.5516.6925.5644.2772层1层-1.21-1.21-2.650.10-1.54-4.810.33-5.14-6.320.26-2.53-4.05-2.80.33-1.92-6.220.87-2.03-5.06-6.720.87-2.53-5.0622.74-2.251.700.1422.3322.74-2.802.010.4822.437.223.61-2.068.776.123.61-0.888.856.65-1.117.768.22-2.063.067.22-20.96-0.49-1.133.40-22.74-21.27-1.15-1.404.02-22.740.1190.3960.3120.1730.1290.3410.3410.1890.1970.4490.3540.2180.3910.3913.33-2.41活载弯矩分配图右梁下柱上柱左梁右梁下柱上柱89 0.231-3.4160.628-0.021-1.630-4.4390.7993.725-2.0742.453.416-0.0410.314-0.8314.52-0.0531.059-1.766-0.0280.5680.3588层6层7层-1.21-1.21-3.98-4.339-0.146-2.983-7.704-0.274-1.99-5.5422.7421.104-0.215-0.027-5.5442.926-4.34722.745.788.16-22.749.939-0.4012.897.45-22.203-3.14-2.1745.8510.1430.3790.2680.2100.2450.4420.313-22.740.1620.3010.2360.2820.359雪载弯矩分配图7.4490.40-0.4017.455.845-0.2740.3010.359-2.7726.6923.1123.1124.2771.9891.989上柱下柱右梁左梁上柱下柱右梁0.5600.4400.3380.43189 8层7层6层5层4层3层2层1层23.0631.0032.8432.7732.3935.5830.6343.7936.0128.9333.6432.9532.8434.0231.9834.2024.9328.6925.7926.5526.4824.7417.738.8724.2627.3726.3426.4822.9626.9428.3770.0390.5292.3693.6693.3593.3192.6592.3578.6795.597.1396.5696.9096.9596.4596.4717.7712.1610.139.639.259.239.588.4311.53恒载作用弯矩图89 8层7层6层5层4层3层2层1层6.658.228.558.538.439.188.17(9.94)13.81(2.45)10.62(7.45)7.728.778.588.558.778.8510.19(1.77)6.79(7.7)6.976.386.516.556.224.812.416.326.726.5226.485.956.668.2(5.85)20.78(22.20)21.1821.4821.3921.3821.2720.9621.13(4.52)21.9(21.10)22.5722.5122.5222.5322.4322.335.18(0.36)3.8(4.34)2.902.842.742.742.82.653.33活载（屋面雪载）作用弯矩图17.49(4.44)梁端剪力可根据梁上竖向荷载引起的剪力与梁端弯矩引起的剪力叠加而得。柱轴力可由梁端剪力和节点集中力叠加得到，计算柱底轴力还需考虑柱的自重，下层柱顶计算需累计上层柱底轴力。恒载作用下：8层：ED跨：89 kNDC跨：恒载其他楼层及活荷载（雪荷载）计算方法相同，计算结果见下表：表22恒载作用下梁端剪力及柱轴力（kN）层次荷载引起剪力弯矩引起剪力总剪力柱轴力ED跨DC跨ED跨DC跨ED跨DC跨E柱D柱866.7410.92-1.31065.4368.0510.92234.73264.68251.24281.19783.697.46-0.75082.9484.447.46501.7531.65566.89596.84683.697.46-0.64083.0584.337.46749.71803.85881.8917.44583.697.46-0.53083.1684.227.461040.521076.161202.291237.93483.697.46-0.54083.1584.237.461312.821348.461522.791558.4389 383.697.46-0.51083.1884.27.461585.151620.791843.261878.9283.697.46-0.58083.1184.277.461857.411893.052163.82199.44183.697.46-0.62083.0784.317.462138.332207.052491.462560.18表23活载作用下梁端剪力及柱轴力（KN）层次荷载引起剪力弯矩引起剪力总剪力柱轴力ED跨DC跨ED跨DC跨ED跨DC跨E柱D柱==817.28（2.59）2.64（0.40）-0.55（-0.01）016.73（2.58）17.83（2.60）2.64（0.40）40.49(15.41)57.55(23.08)717.282.64-0.17(0.17)017.11(17.45)17.45(17.11)2.6481.36(56.62)114.82(80.01)617.282.64-0.20017.08（17.28）17.48（17.28）2.64122.2（97.66）172.12（137.11）517.282.64-0.17017.1117.452.64163.07（138.7）229.39（191.57）417.282.64-0.17017.1117.452.64203.94（179.74）286.66（246.03）317.282.64-0.17017.1117.452.64244.81220.78）343.93（300.49）217.282.64-0.18017.1017.462.64285.67（261.82）401.21（357.59）117.282.64-0.21017.0717.492.64326.5（302.86）458.52（414.69）注：表中括号数值为屋面作用雪荷载（0.20KN/m2）、其他层楼面作用活荷载（2KN/m289 ）对应的内力。V以向上为正。7.2横向框架内力组合7.2.1结构抗震等级结构抗震等级可根据结构类型、地震烈度、房屋高度等因素，查表确定，由此知本工程的框架为二级抗震等级。7.2.2框架梁内力组合本设计考虑了四种内力组合，即，，及，式中为按永久荷载标准值计算的荷载效应值；为按可变荷载标准值计算的荷载效应值；为按风荷载标准值计算的荷载效应值；为按重力荷载代表值计算的荷载效应值；为按水平地震作用标准值计算的荷载效应值。对于考虑地震作用效应的组合要求计算“恒载+0.5楼面活荷载”产生的内力，组合时屋面活荷载应取雪荷载；对不考虑地震作用效应的组合，组合时活荷载则应取屋面活荷载和血荷载两者中的较大值。此外，对本工程，这种内力组合与考虑地震作用的组合相比一般较小，对结构设计不起控制作用，故不予考虑。各层梁的内力组合结果见下表，、两列中的梁端弯矩M为经过调幅后的弯矩（为了便于施工及提高框架结构的延性，进行调幅时调幅系数取0.8）。89 表24框架梁内力组合表层次截面位置内力恒活风水平地震→←→←八层EM-56.02-13.99（-3.55）±6.49±46.07-76.67-93.02－9.45-129.24-89.62-86.8188.66V65.4316.73（2.58）1.5511.2597.65101.5565.4494.69105.06101.94D左M-62.94-16.90（-3.62）3.9628.21-101.81-91.83-114.37-41.03-101.87-99.19V68.0517.83(2.60)±1.55±11.25106.08102.1797.8568.59109.70106.62D右M-14.22-4.14(-0.29)±5.41±38.52-15.46-29.0932.84-67.32-23.34-22.8688.83V10.922.64(0.40)4.9235.0210.2322.63-32.1958.8717.3816.80跨间MED89.7985.64120.1096.2082.6485.34MDC8.9122.4633.7933.7918.2417.83六层EM-73.89-16.94±25.24±110.14-78.21-141.8244.36-242.00-116.69-112.39134.91V83.0517.08(17.28)6.7029.32112.99129.8771.91148.15129.40123.85D左M-77.25-18.0119.0183.37-139.3591.44-211.655.11-122.30-117.91V84.3317.48(17.28)±6.70±29.32131.67114.78149.8073.56131.33125.67D右M-8.10-2.32±15.56±113.776.96-32.25136.79-159.01-13.26-12.9789 V7.462.64(2.64)23.59103.43-17.4542.00-123.92145.0012.7112.65173.50跨间MED88.87187.57132.4296.3877.5281.89MDC8.4211.36138.64138.6411.0810.87一层EM-73.88-16.77±48.92±162.14-48.15-171.43112.16-309.40-116.51-112.14142.62V83.0717.0713.2443.75104.51137.8781.81112.19129.21123.58D左M-77.18-17.8638.48126.61-163.61-66.64-153.35-53.31-122.05-117.62V84.3117.49±13.24±43.75139.89106.53128.8894.46131.31125.66D右M-6.74-2.12±52.54±172.7655.44-76.9658.95-77.67-11.22-11.06V7.462.6447.76157.05-47.9072.45-51.5572.6412.7112.6595.36C左M6.742.1252.54172.76-55.4476.96-58.9577.6711.2211.06V7.462.64±47.76±157.0572.45-47.9072.64-51.5512.7112.65跨间MED94.6980.22333.6338.5577.3981.80MDC64.7064.70216.79216.799.959.86注：1）表中MED和MDC分别为AB跨和BC跨的跨间最大正弯矩。M以下部受拉为正，V以向上为正。2）一项中括号内的数值表示屋面作用雪荷载时对应的内力。7.2.3框架柱内力组合取每层柱顶和柱底两个控制截面进行组合，组合结果及柱端弯矩设计值的调整见如下几表。在考虑地震作用效应的组合中，取屋面为雪荷载时的内力进行组合。89 表25横向框架E柱弯矩和轴力组合表层次截面内力恒活风水平地震对应的N对应的M对应的M→←→←8柱顶MN43.79234.7313.81(2.45)40.49(15.41)6.491.5846.0711.2561.77330.7172.85334.69-4.40207.2285.43229.1672.93357.3871.88338.3685.43229.16-4.40207.2272.93357.38柱底MN-36.01264.68-10.62(-7.45)40.49(15.41)±3.341.58±23.7311.25-52.38366.65-60.80370.63-12.62234.18-58.90256.12-59.23397.81-58.08374.30-58.90256.12-12.62234.18-59.23397.817柱顶MN30.63501.708.17(9.94)81.36(56.62)12.534.1360.8733.5333.53699.3565.03709.76-27.31455.4591.39520.8351.29758.6650.67715.9491.39520.83-27.31455.4551.29758.66柱底MN-28.93531.65-7.7281.36(56.62)±8.354.13±40.5833.53-33.93735.29-54.97745.7010.05482.41-69.08547.79-46.78799.09-45.52751.88-69.08547.7910.05482.41-46.78799.096柱顶MN35.58749.719.18122.2(97.66)16.8969.5633.101045.1875.431062.06-31.67668.45103.97791.0157.211134.3155.551070.73103.97791.01-31.67668.4557.211134.3189 6.7062.85柱底MN-33.64803.85-8.77122.2(97.66)±12.746.70±52.4862.85-35.371110.15-67.471127.0316.95717.18-85.39839.73-54.181207.40-52.651135.70-85.39839.7316.95717.18-54.181207.405柱顶MN32.391040.528.43163.07(138.70)21.199.1779.9998.71-22.791442.5376.191465.64-45.05913.61110.931106.0952.161567.7750.671476.92110.931106.09-45.05913.6152.161567.77柱底MN-32.951076.16-8.58163.07(138.70)±17.339.17±65.4598.71-28.521485.30-72.191508.4130.30945.68-97.331138.17-53.061615.89-51.551519.69-97.331138.1730.30945.68-53.061615.894柱顶MN32.771312.828.53203.94(179.74)25.5011.3290.07139.8517.941818.0882.201846.61-54.491136.96121.151409.6752.771976.2551.271860.90121.151409.67-54.491136.9652.771976.25柱底MN-32.841522.79-8.55203.94(179.74)±20.8711.32±73.69139.85-23.892070.05-76.482098.5838.441325.93-105.251598.64-52.882259.71-51.382112.86-105.251598.6438.441325.93-52.882259.713柱顶MN32.841585.158.55244.81(220.78)22.8912.0282.13182.6421.342195.5079.022225.79-46.671358.73113.481714.8752.882384.7651.382244.91113.481714.87-46.671358.7352.882384.7689 柱底MN-34.021620.79-8.77244.81(220.78)±22.9012.02±82.13182.64-23.022238.27-80.722268.5645.511390.80-114.641746.95-54.702432.88-53.102287.68-114.641746.9545.511390.80-54.702432.882柱顶MN31.001857.418.22285.67(261.82)21.3612.1675.23225.87-20.642573.5274.472604.158-41.751580.0104.952020.4450.072793.1748.712628.83104.952020.44-41.751580.050.072793.17柱底MN-31.981893.05-8.85285.67(261.82)±26.1212.16±91.95225.87-16.622616.28-82.442646.9356.891612.07-122.422052.52-52.022841.29-50.772671.60-122.422052.5256.891612.07-52.022841.291柱顶MN23.062138.336.65326.50(302.86)22.8013.2470.19269.627.322960.7064.782994.07-44.691808.5492.182334.3037.783213.2536.983023.1092.182334.30-44.691808.5437.783213.25柱底MN-11.532207.05-3.33326.50(302.86)±80.8313.24±248.86269.6283.813043.17-119.883076.53230.761870.39-254.512396.15-18.903306.02-18.503105.56-254.512396.15230.761870.39-18.903306.02注：表中M以左侧受拉为正，N以受压为正。对E柱：第8层，按《抗震规范》，无需调整。第7层，柱顶轴压比[uN]=N/(Acfc)=520.83×103/(5502×14.3)=0.12<0.15，无需调整;柱底轴压比[uN]=N/Acfc=547.79×103/(5502×14.3)=0.13<0.15，无需调整。89 第6层，柱顶轴压比[uN]=N/Acfc=791.01×103/(6002×14.3)=0.154＞0.15,需要调整。由此可知，1、2、3、4、5、6层柱端组合的弯矩设计值应符合下式要求：ΣMc=ηcΣMb注：ΣMc为节点上、下柱端截面顺时针或逆时针方向组合的弯矩设计值之和，上、下柱端的弯矩设计值可按弹性分析分配。ΣMb为节点左右梁端截面顺时针或逆时针方向组合的弯矩设计值之和。ηc柱端弯矩增大系数，二级抗震取1.2。调整过程及结果见下图：89 表26横向框架E柱柱端组合弯矩设计值的调整层次87654321截面柱顶柱底柱顶柱底柱顶柱底柱顶柱底柱顶柱底柱顶柱底柱顶柱底柱顶柱底85.4360.8091.39120.26170.1496.6399.69109.24109.24109.37109.37109.80109.80163.73207.55318.14229.16256.12520.83547.79791.01839.731106.091138.171409.671598.641714.871746.952020.442052.522334.302396.15注：表中弯矩为相应于本层柱净高上、下两端的弯矩设计值。表27横向框架E柱剪力组合（kN）层次恒活风水平地震→←→←8－22.17－6.79（－2.75）±2.73±19.39-31.72-38.60-2.59-45.44-36.72-36.1148.747－16.54－4.41（－4.91）±5.80±28.18-18.10-32.7111.76-50.51-26.74-26.0270.556－19.23－4.99±8.23±33.90-18.99-39.7315.30-59.62-30.95-30.0688.925－18.15－4.73±10.70±40.40-14.26-41.2223.72-65.57-29.23-28.4069.644－18.23－4.74±12.88±45.49-11.62-44.0829.25-71.28-29.35-28.5172.873－18.57－4.81±12.72±45.63-12.32-44.3729.03-71.82-29.88-29.0273.062－17.49－4.74±13.19±46.44-10.34-43.5831.06-71.57-28.35-27.6291.181－8.87－2.56±20.32±62.5611.73-39.4758.78-79.48-14.53-14.22123.6989 注：表中V以绕柱端顺时针为正。为相应于本层柱净高上、下两端的剪力设计值。表28横向框架D柱弯矩和轴力组合层次截面内力恒活风水平地震对应的N对应的M对应的M→←→←8柱顶MN-34.20251.24-10.19（-1.77）57.55（23.08）9.373.3466.7323.77-65.69369.79-42.07378.21-96.64213.3333.49259.68-56.36396.72-55.31382.06-96.64213.33-96.64213.33-56.36396.72柱底MN28.37281.198.2（5.85）57.55（23.08）±7.373.34±52.4323.7753.66405.7335.09414.1579.28240.28－22.95286.6346.50437.1645.52418.0079.28240.2879.28240.2846.50437.167柱顶MN-24.93566.89-6.79（-7.7）114.82（80.01）19.5810.0295.2078.95-64.29812.32-14.95837.57-118.31484.8967.33638.85-41.36880.12-40.70841.02-118.31484.89-118.31484.89-41.36880.12柱底MN22.96596.845.95114.82（80.01）±16.0210.02±77.8978.9555.23848.2614.86873.5199.28511.85-52.60665.8036.95920.5535.88876.9699.28511.8599.28511.8536.95920.556柱顶MN-28.69881.8-6.97172.12（137.11）28.9416.89119.21153.06-79.671253.75-6.751296.31-145.19721.8487.271020.31-45.701362.55-44.191299.13-145.19721.84-145.19721.84-45.701362.55柱M26.946.66±25.67±105.7273.068.38130.32-75.8343.0341.65130.32130.3243.0389 底N917.44172.12（137.11）16.89153.061296.521339.08753.921052.381410.661341.90753.92753.921410.665柱顶MN-25.791202.29-6.38229.39（191.57）37.2423.84140.68246.49-85.911701.747.941761.82-163.25944.96111.081425.61-41.201852.48-39.881763.89-163.25944.96-163.25944.96-41.201852.48柱底MN26.341237.936.52229.39（191.57）±33.0323.84±124.75246.4981.441744.51-1.791804.59148.27977.03-94.991457.6942.081900.6040.741806.66148.27977.03148.27977.0342.081900.604柱顶MN-26.551522.79-6.57286.66（246.03）42.3028.21149.44349.22-93.442153.0013.162224.08-172.561159.02118.851840.00-42.412342.43-41.062228.67-172.561159.02-172.561159.02-42.412342.43柱底MN26.481558.436.55286.66（246.03）±42.3028.21±149.44349.2293.332195.76-13.272266.85172.481191.10-118.931872.0742.302390.5440.952271.44172.481191.10172.481191.1042.302390.543柱顶MN-26.481843.26-6.55343.93（300.49）41.7832.10149.89463.49-92.672604.8212.612685.71-172.921361.80119.362265.61-42.302832.33-40.952693.41-172.921361.80-172.921361.80-42.302832.33柱底MN27.371878.96.72343.93（300.49）±41.7832.10±149.89463.4993.952647.59-11.332728.48173.801393.88-118.492297.6843.672880.4542.252736.18173.801393.88173.801393.8843.672880.452柱顶MN-24.742163.8-6.72401.21（357.59）43.3432.50152.5578.96-92.763061.1416.453143.04-174.032050.98123.452204.95-40.123322.34-39.103158.25-174.032050.98-174.032050.98-40.123322.34柱底MN24.262199.446.32401.21（357.59）±43.3432.50±152.55578.9691.683103.90-17.533185.80173.411595.56-124.062724.5339.073370.4537.963201.02173.411595.56173.411595.5639.073370.451柱顶MN-17.732491.46-4.8147.6834.52146.76692.26-87.413523.9932.743610.98-161.211773.70124.973123.60-28.753821.99-28.013631.68-161.211773.70-161.211773.70-28.7589 458.52（414.69）3821.99柱底MN8.872560.182.41458.52（414.69）±88.5434.52±272.56692.26125.243606.46-97.883693.45274.811835.54-256.683185.4514.383914.7614.023714.14274.811835.54274.811835.5414.383914.76对D柱：第8层，按《抗震规范》，无需调整。第7层，柱顶轴压比[uN]=N/(Acfc)=638.85×103/(5502×14.3)=0.148＜0.15，无需调整;柱底轴压比[uN]=N/Acfc=665.80×103/(5502×14.3)=0.154＞0.15，需要调整。由此可知，1、2、3、4、5、6层及7层柱底柱端组合的弯矩设计值需要调整。调整过程及结果见下图：89 表29横向框架D柱柱端组合弯矩设计值的调整层次87654321截面柱顶柱底柱顶柱底柱顶柱底柱顶柱底柱顶柱底柱顶柱底柱顶柱底柱顶柱底96.6479.2898.80184.20260.59144.49149.08160.42160.42172.70172.70173.92173.92147.56187.06343.51213.33240.28484.89511.85721.84753.92944.96977.031159.021191.101361.801393.882050.981595.561773.701835.54表30横向框架D柱剪力组合（kN）层次恒活风水平地震→←→←8－17.38－5.11（－2.12）±4.65±33.10-21.44-33.1517.77-55.38-28.57-28.0158.647－13.30－3.54（－3.79）±9.89±48.08-7.96-32.8837.63-68.63-21.50-20.9294.336－15.45－3.79±15.17±62.48-4.20-42.4351.35-86.73-24.65-23.85135.035－14.48－3.58±19.52±73.732.71-46.4864.88-98.07-23.13-22.39103.174－14.73－3.64±23.50±83.027.35-51.8774.86-108.62-23.53-22.77111.043－14.96－3.69±23.21±83.276.64-51.8574.87-109.15-23.89-23.12115.542－13.61－3.48±24.08±84.759.62-51.0677.99-109.31-21.85-21.20107.161－6.82－1.85±26.71±82.2223.14-44.1782.95-98.75-11.06-10.77124.84　　　　　注：表中V以绕柱端顺时针为正。为相应于本层柱净高上、下两端的剪力设计值。89 8.截面设计8.1框架梁8.1.1梁的正截面受弯承载力计算一层ED跨：从表24中分别选出ED跨跨间截面及支座截面的最不利内力，并将支座中心处的弯矩换算为支座边缘控制截面的弯矩进行配筋计算。支座弯矩：=309.40－112.19×(0.7－0.24/2)=244.33kN·m，=0.75×244.33=183.25kN·m；=163.61－139.89×(0.7－0.24/2)=82.47kN·m，=0.75×82.47=61.86kN·m。跨间弯矩取控制截面，即支座边缘处的正弯矩。由表24可求出相应的剪力V=1.3×43.75－(83.07＋0.5×17.07)=-34.73kN，则支座边缘处=333.63＋34.73×(0.70–0.24/2)=353.77kN·m，=0.75×353.77=265.33kN·m。当梁下部受拉时，按T形截面设计，当梁上部受拉时，按矩形截面设计。翼缘计算宽度（有效翼缘宽度）当按计算跨度考虑时，；按梁净距考虑时，；按翼缘高度考虑时，=h－=650－35=615mm，/=100/615=0.163>0.1，此情况不起控制作用，故取最小值=2200mm。梁内纵向钢筋选HRB335级钢（），C40混凝土=19.1N/，=1.71N/.下部跨间截面按单筋T形截面计算。因为＞265.33kN·m属第一类T形截面.，89 ，，实配钢筋422（=1520），且>0.25%，满足要求。将下部跨间截面的422钢筋伸入支座，作为支座负弯矩作用下的受压钢筋（=1520），再计算相应的受拉钢筋，即支座E上部，，说明富裕，且达不到屈服。可近似取，实取322（=1140），满足要求。支座上部同理，，实取316（=603），满足要求。一层DC跨：=77.67－72.64×0.24/2=68.95kN·m，=0.75×68.95=51.71kN·m。89 V=1.3×157.05－(7.46＋0.5×2.64)=195.39kN，则支座边缘处=216.79－195.39×0.24/2=193.34kN·m，=0.75×193.34=145.01kN·m。当梁下部受拉时，按T形截面设计，当梁上部受拉时，按矩形截面设计。翼缘计算宽度（有效翼缘宽度）当按计算跨度考虑时，；按梁净距考虑时，；按翼缘高度考虑时，=h－=500－35=465mm，/=100/465=0.215>0.1，此情况不起控制作用，故取最小值=733mm。梁内纵向钢筋选HRB335级钢（），=0.550，C40混凝土=19.1N/，=1.71N/.下部跨间截面按单筋T形截面计算。因为>145.01kN·m属第一类T形截面.，，，实配钢筋322（=1140），且>0.25%，满足要求。将下部跨间截面的322钢筋伸入支座，作为支座负弯矩作用下的受压钢筋（=1140），再计算相应的受拉钢筋，即支座D上部，，说明富裕，且达不到屈服。可近似取89 ，实取316（=603），满足要求。其他层梁的配筋计算结果见下表：表31框架梁纵向钢筋计算表层次截面M/kN·mξ实配钢筋ρ/%1支座E-183.25<015201053322（1140）1.330.77-61.86<01520356316（603）2.520.41ED跨间265.330.1141464422（1520）1.03支座-51.71<01140401316（603）4.890.54DC跨间143.080.0481042322（1140）1.026支座E-128.17<0941736.61222（760）1.240.51-104.81<0941602.36320（941）1.000.64ED跨间159.960.013838.41320（941）0.64支座-106.210.011760823.33320（941）0.810.84DC跨间92.670.042682.37222（760）0.688支座E-66.39<0603381.55316（603）1.000.41-54.22<0603311.61316（603）1.000.41ED跨间109.160.009580.44316（603）0.41支座-45.190.09308350.31316（603）0.510.54DC跨间22.350.01163.29214（308）0.2889 8.1.2梁斜截面受剪承载力计算箍筋用HPB235级钢筋（=210），=1.0，=19.1N/，=1.71N/。ED跨：最小截面尺寸限制，属于一般梁，，故截面尺寸满足要求。验算是否按计算配箍筋：由，知按构造要求配筋。加密区长度为Max(1.5×650,500)=0.975m，取为1m，箍筋间距Smax=Min(650/4，8×22，100)=100，二级抗震箍筋最小直径为8mm，故选配双肢箍Ø8@100；非加密区箍筋取双肢8@200，箍筋设置满足要求。DC跨：最小截面尺寸限制，属于一般梁，，故截面尺寸满足要求。验算是否按计算配箍筋：由，知按构造要求配筋。箍筋间距Smax=Min(500/4，8×22，100)=100，二级抗震箍筋最小直径为8mm，由于非加密区长度较小，故全跨均可按加密区配置双肢箍Ø8@100。其他层梁的配筋计算结果见下表：表32框架梁箍筋数量计算表层次截面梁端加密区非加密区实配钢筋实配钢筋1E、121.237050.09双肢箍Ø8@100（1.01）双肢箍8@200（0.210）81.065330.01双肢箍Ø8@100（1.01）双肢箍Ø8@100（0.421）6E、114.67527.670.16双肢箍Ø8@100（1.01）双肢箍8@200（0.210）147.48398.970.293双肢箍Ø8@100（1.01）双肢箍Ø8@100（0.421）8E、75.36527.67-0.082＜0双肢箍Ø8@100（1.01）双肢箍8@200（0.210）75.51398.97-0.071＜0双肢箍Ø8@100（1.01）双肢箍Ø8@100（0.421）注：表中V为换算至支座边缘处的梁端剪力。89 8.2框架柱8.2.1剪跨比和轴压比验算表33柱的剪跨比和轴压比验算柱号层次/mm/mm/（N/mm2）/kN·m/kNN/kNE柱855051014.3113.9153.46341.494.18＞20.079＜0.8660056014.3138.6370.141119.643.53＞20.217＜0.8170066019.1339.3593.513194.875.50＞20.341＜0.8D柱855051014.3128.8565.15320.373.88＞20.074＜0.8660056014.3193.59102.041005.233.39＞20.195＜0.8170066019.1366.41116.182447.394.78＞20.262＜0.8表33给出了框架柱各层剪跨比和轴压比计算结果，其中剪跨比也可取。表中的、和N都不应考虑承载力抗震调整系数，取上、下柱端弯矩设计值的较大值。柱的剪跨比宜大于2，二级抗震框架结构柱轴压比限值为0.8.由表可知，各柱的剪跨比和轴压比均满足规范要求。8.2.2柱正截面承载力计算根据D柱内力组合表，将支座中心处的弯矩换算至支座边缘，并与柱端组合弯矩的调整值比较后，选出最不利内力，进行配筋计算。第八层E柱：E节点右梁端弯矩（M以下部受拉为正，V以向上为正）：-129.24+94.69×0.55/2=-103.20kN·mE节点下柱端弯矩（M以左侧受拉为正，V以绕柱端顺时针转动为正）：85.43/0.75+45.44×(0.65–0.1)=138.90kN·m89 柱的计算长度l0=1.25×3.6=4.5m，l0/h=4500/550=8.18＞5，考虑偏心距增大系数η。；l0/h＜15，取=1.0判断偏心类型：计算对称配筋：，再按及相应的M一组计算，N=397.81kN，M=-59.23kN·m.节点下柱弯矩：-59.23+36.72×(0.65－0.1)=-39.03kN·m，此组内力是非地震组合情况，且无水平荷载效应，故不必进行调整。柱的计算长度l0=1.25×3.6=4.5m，l0/h=4500/550=8.18＞5，考虑偏心距增大系数η。；l0/h＜15，取=1.0η=1.21×118.1=142.9mm＜0.3=0.3×510=153mm，故知为小偏心受压柱。89 按左式计算时应满足：因为N=397.81＜=0.55×14.3×550×510=2206.13，故应按构造配筋。单侧配筋率0.2%，则综合各方面因素，选配418（1017mm2），总配筋率=3×1017/(550×510)=1.09%＞0.8%，满足要求。其他楼层柱配筋见下表：表34柱的纵筋数量表柱号层次计算值实配值每侧配筋率总配筋率E柱8605（构造）418（1017）＞0.2%1.09%＞0.8%6720（构造）420（1256）＞0.2%1.12%1980（构造）422（1520）＞0.2%0.99%D柱8605（构造）418（1017）＞0.2%1.09%6720（构造）420（1256）＞0.2%1.12%1980（构造）422（1520）＞0.2%0.99%8.2.3柱斜截面受剪承载力计算对于第一层E柱，由前可知，上柱柱端弯矩设计值=224.92kN·m，二级抗震等级，柱底弯矩设计值=1.25×318.14=397.68kN·m，则框架柱的剪力设计值，，满足要求。，其中取较大的柱下端值，而且、不应考虑。与相应的轴力N=1808.54/0.8=2260.68kN，89 按构造配筋。加密区范围Max（700，，500）=742mm，=Min（8×22，100）=100mm，选配4φ10@100。由表33知一层E柱轴压比n=0.341，进而得=0.084，则=0.084×19.1/210=0.765%＞0.6%，=0.966%＞0.765%，满足要求。非加密区S<10d=220mm(d为纵向钢筋直径)，选配4φ10@150。=0.644%>0.765%/2=0.383%，满足要求。其他楼层柱的箍筋配置见下表：表35柱的箍筋数量表柱号层次N/kN实配箍筋（）加密区非加密区E柱869.05802.23259.031297.73负值0.6364φ8@100（0.805）4φ8@150（0.537）674.60960.96835.561544.40负值0.6364φ8@100（0.732）4φ8@150（0.488）1142.711764.842260.682807.70负值0.7654φ10@100（0.966）4φ10@150（0.644）D柱869.62802.23266.661297.73负值0.6364φ8@100（0.805）4φ8@150（0.537）697.31960.96902.301544.40负值0.6364φ8@100（0.732）4φ8@150（0.488）1146.001764.842217.132807.70负值0.7284φ10@100（0.966）4φ10@150（0.644）8.3框架梁柱节点核心区截面抗震验算以一层中节点为例。由节点两侧梁的受弯承载力计算节点核心区的剪力设计值，因节点两侧梁不等高，计算时取两侧梁的平均高度，即=(650+500)/2=575mm，=(615+465)/2=540mm本设计框架为二级抗震等级，应按计算节点剪力设计值，其中为柱的计算高度，取节点上、下柱反弯点间的距离，即89 =0.5×3.6+(1-0.65)×5.1=3.585m，=153.35+58.95=212.3kN·m（左震），剪力设计值，因，故取=590mm，=700mm，=1.0，则，满足要求。节点核心区的受剪承载力按计算，其中N取二层柱底轴力N=1595.56/0.8=1994.45kN和=0.5×19.1×600×600=3438KN二者的较小值，故取N=1994.45kN。设节点区配箍为4Ø10@100，则故承载力满足要求。9.楼梯设计本办公楼楼梯为现浇板式楼梯，楼梯踏步面层为30mm厚水磨石，底面用20mm厚水泥砂浆抹平。楼梯1-5层采用C40级混凝土，6-8层采用C30级混凝土。平台梁钢筋采用HRB335级钢筋，斜板、平台板采用HPB235级钢筋。楼梯活荷载标准值按规范取为2.5kN/m2(荷载分项系数为1.4)。楼梯结构布置及构件尺寸如下图所示：（单位：mm）,计算以2-5层楼梯为例。89 9.1平台板计算取1m板宽为计算单元。9.1.1荷载计算恒荷载标准值：水磨石地面：0.65kN/m2PTB-180mm厚钢筋混凝土楼板：0.08×25＝2.00kN/m2PTB-2100mm厚钢筋混凝土楼板：0.10×25＝2.50kN/m220mm厚板底抹灰：0.02×20＝0.40kN/m2合计：PTB-13.05kN/m2PTB-23.55kN/m2活荷载标准值：2.50kN/m2PTB-1总荷载设计值:p＝g＋q＝1.2×3.05＋1.4×2.50＝7.16kN/m289 PTB-2总荷载设计值:p＝1.2×3.55＋1.4×2.50＝7.76kN/m29.1.2截面设计PTB-1：平台板计算跨度为=1800mm则平台板的跨中弯矩为：=×7.16×1.82=2.90kN•m取平台板的厚度=80mm，=－20=60mm＝＝0.042As＝＝＝235.10mm2选用φ8@200（As=251mm2）。PTB-2：平台板计算跨度为=1760mm弯矩设计值：＝×7.76×1.762＝3.00kN/m2=－20=80mm，αs=＝＝0.025，，As＝＝＝183.15mm2选用φ6/8@200（As=196mm2）。9.2梯段板计算9.2.1荷载计算板倾斜度：tgα=150/280=0.54，cosα=280/317.65=0.881。拟采用100mm厚钢筋混凝土板，约为梯段投影长的1/28。89 H=，取1m板宽为计算单元。荷载计算：梯段斜板自重：25×0.189=4.73kN/m220mm厚板底抹灰：20×0.02=0.4kN/m2楼梯栏杆重：0.1/1.8=0.06kN/m2水磨石地面：0.65kN/m2　　　恒荷载标准值：5.84kN/m2活荷载标准值：2.5kN/m2总荷载设计值：1.2×5.84+1.4×2.5=10.51kN/m29.2.2截面设计梯段梁的水平投影计算长度为=2800mm，板的跨中弯矩为：=8.24kN·m，=－20=100-20=80mm，αs=＝＝0.067，，As＝＝＝508.27mm2，选用φ12@190,（As=595mm2）；分布钢筋为φ6，每级踏步下一根。9.3平台梁计算拟采用200×400的截面。9.3.1荷载计算梁自重:25×(0.4－0.08)×0.2=1.60kN/m，梁侧粉刷重：20×2×0.02×（0.4－0.08）=0.26kN/m，平台板传来：3.80×1.6/2=3.04kN/m，楼梯段传来:5.84×2.8/2=8.18kN/m，恒荷载标准值：14.30kN/m，活荷载标准值：（2.8/2+1.6/2）×2.5=5.50kN/m，总荷载设计值1.2×14.30+1.4×5.50=24.86kN/m。9.3.2正截面承载力计算平台梁的计算长度为=3600+240=3840mm，梁的跨中为：89 =45.82kN•m=47.73kN截面按倒L形截面计算：，ho＝400－35＝365mm，，属于第一类T形截面。，，，选用314（As=461mm2）。9.3.3斜截面承载力计算，hw/b=285/200=1.425<4，属一般梁。由，知截面尺寸满足要求。由，知按构造配筋，选用φ6@300。10.梁板设计本计算书以计算3~7层的楼面板和梁为例。楼板平面布置见下图：89 10.1板的计算10.1.1单向板计算按弹性理论方法计算。中跨板中-轴板B7的l2/l1=7200/2200=3.27>3，因此均应按单向板设计。板的厚度为100mm,取1m板宽作为计算单元。1)荷载计算瓷砖地面（包括水泥粗砂打底）0.55kN/m2100厚钢筋混凝土板25×0.10=2.50kN/m2V型轻钢龙骨吊顶0.25kN/m2恒载标准值3.30kN/m2恒载设计值　g=1.2×3.30=3.96kN/m2活载设计值　q=1.4×2.0=2.80kN/m2即每米板宽　　p=g+q=6.76kN/m22)内力计算对于单向板，作用于板上的荷载主要由短向板带承受，长向板带分配的荷载可以忽略不计。本设计中各单向板为长向板带相连接，故支座处弯矩为零，各板均作为单跨板计算。计算跨度：两端与梁整体连接的单跨板l=l0+b=2.2m89 单跨板截面的弯矩1)截面承载力及配筋计算b=1000mm，h=100mm，h0=100mm－20mm=80mm，α=1.0C40：fc=19.1N/mm2，HPB235：fy=210N/mm2，，选配受力钢筋φ8@200(As=251mm2)。根据《混凝土结构设计规范》，板与主梁相交处应设置构造钢筋，其单位宽度配筋面积不小于短向板单位宽度跨内截面受力钢筋面积的1/3，且单位长度内应不小于5φ8。所以选配构造钢筋为5φ8（As=252mm2>296/3=84mm2）。分布钢筋的直径不宜小于6mm，间距不宜大于250mm，且截面积应不小于板跨内受力筋面积的15%，且不宜小于该方向板截面面积的0.15%。所以选配分布钢筋为φ8@250。10.1.2双向板计算边跨板中-轴的板l2/l1=6600/3600=1.83<2，-、-轴的板l2/l1=6600/4500=1.47<2；中跨板中-、-轴的板2V704.79>V704.79>V704.79>V704.79>V(kN)176.68>V176.68V176.68>V176.68>V选用箍筋2φ6@2002φ6@2002φ6@2002φ6@2002φ6@200————0.012———————————————(mm2/mm)————0.283>0.012———————————————10.2.2塑性理论以AB跨为例，采用弯矩调幅法求跨中最大正弯矩。折算恒荷载：，89 折算活荷载：，按弹性理论分析方法，可得：MB=-204.62kN•m，弯矩调整幅度β=15%，则塑性弯矩值为：将AB跨化为简支梁，如下图所示。求支座反力：FA=，FB=;则VA=113.52kN，VB=-190.82kN根据静力平衡条件，相应跨内最大正弯矩距A端2.25m，此时M1=M中=kN•m。1.02M0=1.02×199.54=203.53kN满足要求，则M中=197.66kN•m.以上用两种方法分别计算AB跨的跨中最大弯矩，得：按弹性理论计算时：，按塑性理论计算时：，89 ，说明按弹性理论设计的多跨连续梁还有相当的承载力储备，按考虑塑性内力重分布的分析方法利用其安全储备，更接近混凝土超静定结构的实际工作状态，也可取得一定的经济效益。11.基础设计11.1场地土层条件自然地表下1m内填土（=17.2kN/m3），填土下3m厚硬塑性粘土（=18.0kN/m3，=19.2kN/m3），再下为砾石层。粘土允许承载力为180kN/m2，砾石层允许承载力为300kN/m2。地下水位在地表以下2m，水质对混凝土无侵蚀。11.2结构型式综合考虑上部结构体系的特点，根据本地区地形、抗震等级以及经济方面等因素，本工程选用柱下独立基础。11.3材料选择基础混凝土强度等级采用C25（=11.9N/mm2，=1.27N/mm2=1270kpa），钢筋采用II级钢筋（=300N/mm2），垫层选用C15，厚100mm，基础钢筋保护层40mm，柱截面尺寸700mm×700mm。11.4确定基础埋深d室外地坪标高为-0.45m，基础顶面标高为-1.20m。由于该建筑物设计等级为丙级，则基础埋深可较浅，但考虑到满足高层建筑抗震稳定性要求，取基础埋置深度为2.2m（H/15