某高层钢筋混凝土教学楼设计 毕业设计计算书

'学号2009301550199密级_____________武汉大学本科毕业设计某高层钢筋混凝土教学楼设计院（系）名称：土木建筑工程学院专业名称：土木工程学生姓名：指导教师：副教授二○一三年六月 BACHELOR"SDEGREETHESISOFWUHANUNIVERSITYThedesignofahigh-risereinforcedconcreteteachingbuildingCollege：WhuhanUniversitySubject：CivilEngineeringName：Directedby：AssociateProfessorJune2013 郑重声明本人呈交的学位论文，是在导师的指导下，独立进行研究工作所取得的成果，所有数据、图片资料真实可靠。尽我所知，除文中已经注明引用的内容外，本学位论文的研究成果不包含他人享有著作权的内容。对本论文所涉及的研究工作做出贡献的其他个人和集体，均已在文中以明确的方式标明。本学位论文的知识产权归属于培养单位。本人签名：日期：____________ 摘要本毕业设计的题目为：某高层混凝土教学楼设计，鉴于以往教学楼的毕业设计一般为双排教室，本毕业设计采用两排教室，中间一走廊式。结构类型为框架-剪力墙结构，结构设计的流程为：结构布置与构件尺寸的确定；框架、剪力墙刚度计算；竖向荷载、水平荷载计算与结构变形验算；结构内力计算；框架的内力组合；构件截面设计与验算；基础设计；PKPM建模与计算；施工图的绘制。关键词：框架-剪力墙结构；内力组合；PKPM软件。Ⅱ AbstractThegraduationdesigntopicis:Designofahigh-riseconcretebuilding,inviewofthegraduationdesigntheteachingbuildingisgenerallydoubletheclassroom,thegraduationdesignusingthetworowoftheclassroom,themiddlecorridortype.Structureforthetypeofframe-shearwallstructure,thestructuredesignprocess:determinethestructurallayoutandcomponentsize;calculationofframe,theshearwallstiffness;verticalload,horizontalloadcalculationandstructuraldeformationcalculation;structuralinternalforcecalculation;internalforcecombinationframework;componentdesignandcheckingsection;foundationdesign;modelingandcalculationofPKPMtheconstructiondrawing.Keywords:frame-shearwallstructure;internalforcecombination;PKPMsoftwareⅡ 目录第一章工程概况与结构平面布置11.1工程概况11.2结构方案与布置2第二章构件尺寸初估与计算简图32.1楼板厚度32.2框架梁截面高度与宽度32.3框架柱截面高度与宽度32.4剪力墙布置和厚度32.5计算简图4第三章电算主要计算结果5第四章框架、剪力墙刚度计算84.1.框架刚度计算84.1.1框架梁线刚度计算84.1.2框架柱线刚度计算84.1.3框架柱侧移刚度计算94.1.4框架抗推刚度计算94.2剪力墙抗弯刚度计算104.2.1剪力墙类型确定104.2.2横向各剪力墙等效抗弯刚度计算114.3结构刚度特征值计算12第五章荷载计算135.1楼、屋面板的荷载计算135.2墙体、梁、柱荷载计算145.3重力荷载代表值155.4地震作用的计算155.4.1结构基本自振周期15V 5.4.2地震作用计算16第六章变形验算19第七章总框架与总剪力墙内力21第八章水平地震作用下框架内力计算238.1框架各层总剪力调整238.2框架柱剪力及弯矩计算238.3框架梁端弯矩、剪力及柱轴力计算25第九章竖向荷载作用下框架内力计算279.1恒荷载的计算279.1.1屋面梁线荷载标准值279.1.2楼面梁线荷载标准值279.2活荷载的计算289.2.1屋面梁线荷载标准值289.2.2楼面梁线荷载标准值289.3竖向荷载作用下框架弯矩计算289.4竖向荷载作用下梁端剪力计算309.5竖向荷载作用下柱轴力计算33第十章框架内力组合3710.1框架梁内力组合3710.2柱的内力组合49第十一章截面设计与验算5411.1框架梁5411.1.1框架梁正截面强度设计5411.1.2框架梁斜截面强度设计5511.1.3框架梁腰筋设计5611.2框架柱截面设计5611.2.1柱轴压比验算56V 11.2.2框架柱正截面强度设计5711.2.3斜截面承载力配筋计算58第十二章基础设计6312.1地基承载力特征值的确定6312.2初步确定基础高度和杯口尺寸6312.3确定基础底面尺寸6312.4验算基础高度6412.5基础底板配筋计算65第十三章楼梯设计6613.1梯段板设计6613.1.1荷载计算6613.1.2截面设计6613.2平台板设计6613.2.1荷载计算6613.2.2截面设计6713.3平台梁设计6713.3.1荷载计算6713.3.2截面设计68附录1总信息69附录2周期、振型、地震力74附录3结构位移79附录4框架柱地震倾覆弯矩百分比84附录5标准层梁配筋图86附录6标准层楼板配筋图87参考文献88致谢89V 某高层钢筋混凝土教学楼设计第一章工程概况与结构平面布置1.1工程概况本工程为某教学楼，地上十层，结构类型为框架-剪力墙结构，首层层高3.6m,标准层层高3.6m。设计标高±0.000相对于绝对标高37.80m,室内外高差0.3m。本工程建在抗震设防烈度7度地区，设计基本地震加速度0.1g,场地类别为Ⅱ类，设计地震分组为第一组，基本雪压0.4kN/m2，基本风压0.45kN/m2，地面粗糙度C类，建筑物重要类别为丙类，安全等级为二级，建筑耐火等级为一级。根据现场的土地使用面积将该楼设计成左右对称布置的教学楼，设置两部电梯，三处楼梯。楼层总高度为36.0m。工程地质情况：冰冻深度为0.8m；场地内可不考虑地下水的影响；其他设计资料如Error!Referencesourcenotfound.所示。10m黏土（e=0.8，IL=0.75）黏土：g＝18kN/m3fk=190kN/m2Es=10800kN/m2砾砂：g＝18kN/m3fk=400kN/m2Es=90000kN/m27m砾砂细砂：g＝19.8kN/m3fk=380kN/m2Es=38000kN/m2细砂图1.1工程地质剖面图材料和做法：外围护墙采用200mm加气混凝土砌块或陶粒空心砖，内或外做80mm厚增强水泥聚苯保温板；内墙采用150mm加气混凝土砌块或陶粒空心砖及轻钢龙骨石膏板。本工程结构设计采用框架—剪力墙结构，框架—剪力墙结构在水平荷载作用下，拥有很好的抗侧性能，结构计算按横向框架承重分析。39 某高层钢筋混凝土教学楼设计图1.2建筑平面布置图1.2结构方案与布置该建筑为教学楼，建筑平面布置灵活，有较大空间。该工程采用钢筋混凝土框架—剪力墙结构，根据框架—剪力墙结构的结构布置原则，标准层结构平面布置如图2所示。图1.3结构平面布置图39 某高层钢筋混凝土教学楼设计第二章构件尺寸初估与计算简图2.1楼板厚度如图1.2所示，对于四边支承的板，当长边与短边的比值小于3时，宜按双向板计算。连续双向板厚度h≥(80mm,lx/50),lx为楼板短跨跨度，初步取板厚h=100mm。2.2框架梁截面高度与宽度框架梁hb=(1/18~1/10)lb，lb为框架梁的计算跨度；且hb不宜大于1/4净跨。本设计按弹性理论计算，横向框架梁的计算跨度lb=lc，lc为支座中心线间距离，lc=7.8m，故hb=(1/18~1/10)×7200=400~720mm。初步取hb=600mm。横向框架梁bb≥(hb/4,bc/2,200mm),bc为柱宽。一般bb=(1/2~1/3)hb,故bb≥(600/4,800/2,200)mm.初步取bb=400mm。同理，初步取次梁截面尺寸为300×450mm。纵向框架梁的高度与宽度初步取与横向框架梁相同。2.3框架柱截面高度与宽度高层建筑中，框架柱所受的轴向力较大，柱的截面尺寸一般根据轴压比限值估算。根据柱从属面积荷载上的轴向力设计值N，并考虑水平荷载影响，初步确定柱截面面积Ac。本设计框架—剪力墙结构中的框架抗震等级为三级，轴压比的限值为[μN]=0.90。单位面积上的重力荷载代表值近似取12kN/m2，底层混凝土强度等级取C30(fc=14.3N/mm2)。抗震设计时柱的截面面积为Ac=N/([μN]fc)=(1.2×7.2×9×12×9)/(0.90×14.3×103=0.653m2另外，柱截面边长不宜小于300mm，柱净高与截面长边尺寸之比宜大于4，柱截面的高度与宽度的比值不宜大于3。综合考虑，柱截面尺寸选取为700×700mm，混凝土的强度等级选取为C30。2.4剪力墙布置和厚度剪力墙的布置应遵循“均匀，分散，对称，周边”的原则，宜布置在竖向荷载较大处，建筑物端部附近，楼梯、电梯间，平面形状变化处。剪力墙宜自上而下连续布置，避免刚度突变。本设计剪力墙的抗震等级为二级，bw≥(H/20,160mm)，初步选取bw=300mm。39 某高层钢筋混凝土教学楼设计2.5计算简图在横向水平力作用下，剪力墙与框架之间有连梁连接，但考虑到连梁对墙肢的约束很弱，因此将结构简化为铰接体系。因该建筑没有地下室，因而底层柱的下端取至室内基础地面；主体结构的高度为H=6.0+3.6×9=38.4m,因梁板现浇，所以其他各层取板底为梁截面的形心线。图2.1框架—剪力墙结构铰接体系计算简图39 某高层钢筋混凝土教学楼设计第三章电算主要计算结果经过PKPM计算，主要计算结果如下。抗倾覆验算结果：抗倾覆弯矩Mr倾覆弯矩Mov比值Mr/Mo零应力区(%)X风荷载5873004.511602.7506.180.00Y风荷载1253204.154375.923.050.00X地震5873004.596781.460.680.00Y地震1253204.1127268.59.850.00结构整体稳定验算结果:X向刚重比EJd/GH**2=6.64;Y向刚重比EJd/GH**2=13.74。该结构刚重比EJd/GH**2大于1.4,能够通过高规(5.4.4)的整体稳定验算;该结构刚重比EJd/GH**2大于2.7,可以不考虑重力二阶效应。楼层抗剪承载力、及承载力比值：Ratio_Bu:表示本层与上一层的承载力之比层号塔号X向承载力Y向承载力Ratio_Bu:X,Y1010.1777E+050.2345E+051.001.00910.2052E+050.2581E+051.151.10810.2318E+050.2897E+051.131.12710.2550E+050.3150E+051.101.09610.2767E+050.3386E+051.091.07510.2986E+050.3605E+051.081.06410.3196E+050.3809E+051.071.06310.3336E+050.3998E+051.041.05210.3468E+050.4144E+051.041.04110.2455E+050.2923E+050.710.71结构震动周期为1.4597s，第一转动周期与第一平动周期之比为0.674，满足高规的规定。框架柱地震倾覆弯矩百分比：柱倾覆弯矩墙倾覆弯矩柱倾覆弯矩百分比10层X向地震:3581.03506.450.53%10层Y向地震:5243.12486.267.83%39 某高层钢筋混凝土教学楼设计9层X向地震:6486.77231.647.28%9层Y向地震:9652.44944.866.12%8层X向地震:9679.611643.245.40%8层Y向地震:14890.78082.764.82%7层X向地震:12972.815798.345.09%7层Y向地震:20677.213426.460.63%6层X向地震:16316.421351.543.32%6层Y向地震:26937.719712.757.74%5层X向地震:19644.327774.741.43%5层Y向地震:33510.427026.955.35%4层X向地震:22891.435323.839.32%4层Y向地震:40167.635526.253.07%3层X向地震:25936.844185.936.99%3层Y向地震:46552.345455.850.60%2层X向地震:28830.354183.234.73%2层Y向地震:52462.456797.948.02%1层X向地震:32429.573328.130.66%1层Y向地震:56937.782169.540.93%0.2Q0调整系数：0.2Qox=756.101.5Vxmax=1491.640.2Qoy=994.281.5Vymax=2773.49FloorCoef_xCoef_yVcxVcy11.0001.000599.767745.74721.0001.000803.6041641.43431.0001.000845.7861773.27341.0001.000901.8441848.99151.0001.000924.3131825.61261.0001.000928.6501738.92571.0001.000914.6231607.21081.0001.000886.6831454.65139 某高层钢筋混凝土教学楼设计91.0001.000806.8561224.060101.0001.000994.4301454.628以上计算结果均能满足规范要求，因此进行下一步的手算，详细的计算结果见附录部分。39 某高层钢筋混凝土教学楼设计第四章框架、剪力墙刚度计算4.1.框架刚度计算4.1.1框架梁线刚度计算框架梁线刚度的计算见下表4.1。表中I为矩形截面计算的梁惯性矩。表4.1框架梁线刚度ib计算表跨度lb/mm截面bb×hb/(mm×mm)惯性矩I0=bb×hb3/12(×109)/mm4Ec(×104)/(N/mm2)边框架中框架Ib=1.5I0(×109)/mm4ib=EcIb/lb(×1010)/(N.mm)Ib=2.0I0(×109)/mm4ib=EcIb/lb(×1010)/(N.mm)7200400×6007.203.0010.804.5014.406.004600400×6007.203.0010.807.0414.409.392500400×6007.203.0010.8012.9614.4017.281200400×6007.203.0010.8027.0014.4036.004.1.2框架柱线刚度计算框架柱线刚度的计算见下表4.2。对于高度小50m且高度比小于4的建筑物，仅考虑柱梁弯曲变形引起的柱侧移刚度，忽略柱的轴向变形。表4.2柱线刚度ic计算表层号b×h(mm×mm)混凝土强度等级弹性模量E层高hI=b×h3/12(×109)/(N.mm2)ic=EI/h(×1010)/(N.mm)1700×700C3030000600020.0010.002~10700×700C3030000360020.0016.66739 某高层钢筋混凝土教学楼设计4.1.3框架柱侧移刚度计算抗侧刚度是指上下端产生单位相对侧向位移时所需施加的侧向力。在考虑了住上下端节点的弹性约束作用后，柱的抗侧移刚度以D值表示。柱的抗侧刚度D值计算见下表。表4.3首层柱侧移刚度计算表首层柱根数h(mm)K=(i1+i2)/icα=(0.5+K)/(2+K)D/(N/mm)边榀框架中柱460003.9960.75025000中榀框架中柱1160002.3280.65321766.67460002.6670.67922633.33560005.3280.79526500中榀框架边柱1160000.6000.42314100∑D=717566.69表4.42~10层柱侧移刚度计算表2~10层柱根数h(mm)K=(i1+i2+i3+i4)/2icα=K/(2+K)D/(N/mm)边榀框架中柱436002.3980.54584106.62中榀框架中柱1136001.3970.41163427.19436001.6000.44468519.89536003.1970.61594909.31中榀框架边柱1136000.3600.15323611.58∑D=2042479.064.1.4框架抗推刚度计算总框架的抗推刚度Cf为使总框架层间产生单位剪切变形角时所需要的水平剪力，即Cf=∑D，计算结果见下表4.5。表4.5各层框架抗推刚度计算表层数D/(N/mm)h/(mm)Cf=h∑D(×108)/N首层柱717566.69600043.052~10层柱2042479.06360073.5339 某高层钢筋混凝土教学楼设计总框架各层抗侧刚度沿结构高度不完全相同，总框架的抗推刚度取各层抗推刚度的加权平均值。4.2剪力墙抗弯刚度计算4.2.1剪力墙类型确定横向剪力墙有如图所示四种类型。整体墙为没有门窗洞口或只有很小洞口的墙，计算时可以忽略洞口对内力的影响。这种类型的剪力墙实际上是一个整体的竖向悬臂墙，符合平面假定，水平截面正应力为直线分布。W-1W-2W-3W-4图4.1剪力墙图39 某高层钢筋混凝土教学楼设计剪力墙在平面内刚度无穷大，平面外刚度可以忽略。但计算内力和位移时，每一个方向水平力作用下只考虑本方向剪力墙，另一个方向剪力墙只按翼缘考虑。各层剪力墙的厚度或者混凝土强度等级不同，计算等效刚度的式中E，Iw，Aw，μ应取沿高度的加权平均值。4.2.2横向各剪力墙等效抗弯刚度计算表4.6剪力墙W-1等效刚度EIeq计算层号h/mE(×106)/(kN/m2)A/m2I/m4μEIeq(×106)/(kN/m2)16.030.01.986.8921.128201.922~1032.430.01.986.8921.128总高38.4平均30.01.986.8921.128表4.7剪力墙W-2等效刚度EIeq计算层号h/mE(×106)/(kN/m2)A/m2I/m4μEIeq(×106)/(kN/m2)16.030.02.3559.2371.342268.482~1032.430.02.3559.2371.342总高38.4平均30.02.3559.2371.342表4.8剪力墙W-3等效刚度EIeq计算层号h/mE(×106)/(kN/m2)A/m2I/m4μEIeq(×106)/(kN/m2)16.030.01.2150.9201.65327.392~1032.430.01.2150.9201.653总高38.4平均30.01.2150.9201.653表4.9剪力墙W-4等效刚度EIeq计算层号h/mE(×106)/(kN/m2)A/m2I/m4μEIeq(×106)/(kN/m2)16.030.01.381.3862.041.082~1032.430.01.381.3862.0总高38.4平均30.01.381.3862.039 某高层钢筋混凝土教学楼设计W-1有四片，W-2有六片，W-3有四片，W-14有两片，总剪力墙等效抗弯刚度EIeq=201.92×4+268.48×6+27.39×4+41.08×2=2610.28×106kN/m24.3结构刚度特征值计算按铰接体系，则39 某高层钢筋混凝土教学楼设计第五章荷载计算5.1楼、屋面板的荷载计算楼、屋面板的荷载计算见表5.1、表5.2。表5.1楼面板荷载计算荷载项目办公室、会议室/（KN/m2）卫生间/（KN/m2）走廊/（KN/m2）楼面活荷载2.52.5003.500楼面做法30mm水磨石地面0.650.650.65现浇板100厚2.5002.5002.500顶棚做法顶棚20mm石灰砂浆抹灰0.340.340.34活荷载标准值2.5002.5003.500恒载标准值3.4903.4903.490荷载标准值合计5.9905.9906.990表5.2屋面板荷载计算荷载项目荷载/（kN/m2）屋面活荷载2.000屋面做法屋31.500现浇板100厚2.500顶棚做法顶棚20mm石灰砂浆抹灰0.160活荷载标准值2.000恒载标准值4.160荷载标准值合计6.16039 某高层钢筋混凝土教学楼设计5.2墙体、梁、柱荷载计算外墙采用200mm厚加气混凝土砌块（6.5kN/m2）。内墙采用150mm厚陶粒空心砖（6.0kN/m2）。内墙两侧采用水泥砂浆墙面（20kN/m3）。女儿墙采用240mm厚普通砖（18kN/m2），外侧采用喷多层花纹涂料墙面，内侧抹石灰砂浆（17kN/m3）。（1）单位面积墙体荷载。外墙：200厚加气混凝土空心砌体0.20×6.5=1.30kN/m2100厚加强性水泥石膏聚苯保温板0.17×0.1=0.017kN/m2外墙19C0.012×20+0.005×20=0.34kN/m2内墙5D220×0.005+20×0.008+20×0.003=0.32kN/m2∑=1.977kN/m2内墙：150厚陶粒空心砖0.15×6.0=0.9kN/m2双面内墙5D22×(20×0.005+20×0.008+20×0.003)=0.64kN/m2∑=1.54kN/m2女儿墙：240厚普通砖0.24×18=4.32kN/m2外墙19C0.012×20+0.005×20=0.34kN/m2内抹灰20厚0.02×17=0.34kN/m2∑=5.000kN/m2剪力墙300厚C30混凝土0.30×25=7.50kN/m2双面内墙5D22×(20×0.005+20×0.008+20×0.003)=0.64kN/m2∑=8.140kN/m2（2）单位长度梁、柱荷载。框架梁：框架梁(横向和纵向)：400×600自重0.4×（0.6-0.10）×25=5kN/m双侧内抹灰2×0.02×（0.6-0.10）×17=0.34kN/m∑=5.34kN/m框架梁(横向和纵向)：300×450自重0.30×(0.45-0.10)×25=2.625kN/m双侧内抹灰2×0.02×(0.45-0.10)×17=0.238kN/m∑=2.863kN/m39 某高层钢筋混凝土教学楼设计框架柱：柱:700×700柱自重0.7×0.7×25=12.250kN/m四面抹灰4×0.02×0.7×17=0.952kN/m∑=13.202kN/m5.3重力荷载代表值单位面积楼(屋)面、墙面荷载标准值乘以面积，单位长度梁、柱重量乘以长度就可得到相应的永久荷载标准值。各楼层重力荷载标准值等于该层楼板标高处上、下各取半层层高范围内的永久荷载标准值和楼(屋)面可变荷载组合值之和。考虑地震作用，屋面取雪荷载，计算重力荷载代表值时雪荷载取50%，楼面活荷载取50%。各层重力荷载代表值计算结果见下表。表5.3各层重力荷载代表值计算层号重力荷载代表值(恒荷载+50%活荷载)/kNG1010457.00G2-G912479.57G113157.16总建筑面积1388.48m2，建筑总重125610.72kN，建筑结构平均重量为9.05kN/m2。5.4地震作用的计算5.4.1结构基本自振周期1)假想顶点位移法。对于质量和刚度沿高度分布比较均匀的框架—剪力墙结构。把集中在各层楼面处的重力荷载代表值Gi作为水平荷载，折算为沿高度均匀分布的荷载q，则q=∑Gi/H=125610.72/38.4=3.271kN/m假想结构顶点位移=0.30847m基本自振周期39 某高层钢筋混凝土教学楼设计2)经验公式法。用经验公式估算基本自振周期T1，则或3)结构基本自振周期取以上计算结果的平均值。T1=(0.76+0.73+0.75)/3=0.75s5.4.2地震作用计算底部剪力法的适用条件：高度不超过40m，以剪切变形为主且质量和刚度沿高度分布比较均匀的结构以及近似于单质点体系的结构。本设计高度为38.4m＜40m，但结构变形为弯剪形。考虑到手算等多方面原因，仍采用底部剪力法，进行近似计算。建筑结构的地震影响系数应根据设防烈度、场地类别、设计地震分组和结构自振周期以及结构阻尼比确定，αmax=0.08,Tg=0.35s,η2=1。1)底部剪力法计算。结构等效总重力荷载地震影响系数结构总水平地震作用标准值2)各层地震作用。因T1=0.75s≥1.4Tg=0.49s,所以应考虑顶部附加水平地震作用△Fn。顶部附加地震作用系数39 某高层钢筋混凝土教学楼设计顶部附加地震作用标准值则3)楼层剪力。各层地震作用与楼层剪力见下表。表5.4横向水平地震作用计算楼层Hi/mGi/kNGiHi/(kN.m)Fi/kNFiHi/(kN.m)1038.410457.00401548.80.1491108.8191108.81942578.651934.812479.57434289.0360.161598.2061707.02520817.562831.212479.57389362.5840.144535.0412242.06616693.286727.612479.57344436.1320.128475.5922717.65813126.34562412479.57299509.680.112416.1433133.8019987.436520.412479.57254583.2280.094349.2633483.0647124.966416.812479.57209656.7760.078289.8143772.8784868.875313.212479.57164730.3240.061226.6493999.5282991.77229.612479.57119803.8720.044163.4854163.0131569.45416.013157.1678942.960.029107.7514270.764646.508∑125610.722696863.3924270.764120404.855抗震验算时，计算出的楼层水平地震剪力标准值应符合下列要求:39 某高层钢筋混凝土教学楼设计式中λ----水平地震剪力系数，对于基本周期小于3.5s的结构，当设防烈度为7度、设计基本地震加速度为0.1g时，λ=0.016；Gj----第j层的重力荷载代表值。验算见下表5.5。由表中计算结果可知，满足要求。表5.5水平地震剪力验算楼层Vi/kN101108.81910457.00167.31291707.02522936.57366.98582242.06635416.14566.65872717.65847895.71766.33163133.80160375.28966.00453483.06472854.851165.67843772.87885334.421365.50733999.52897813.991565.02424163.013110293.561764.69714270.764125610.722009.77239 某高层钢筋混凝土教学楼设计第六章变形验算框架—剪力墙结构协同工作分析时，应将沿房屋高度实际分布的水平地震作用转化为水平分布荷载。先将突出间的水平地震作用折算为作用于主体结构顶部的集中力Fe和集中力矩Ml，再按照结构底部弯矩和底部剪力分别相等的条件将原水平地震作用折算为倒三角形分布荷载和顶点集中荷载之和。由于本设计的计算模型将突出间的重力荷载叠加到顶层的重力荷载中，故Fe=0，Ml=0。折算前主体结构由水平地震作用产生的底部弯矩和底部剪力为4270.764kN折算倒三角形分布荷载集度qmax和顶点集中荷载F为利用倒三角形分布荷载与顶点集中荷载作用时的结构侧移计算公式，可求得两种荷载分别作用时的层位移。楼层总位移楼层层间最大位移,计算见表6.1。在正常使用条件下，高层建筑结构应具有足够的刚度，避免产生过大的位移二影响结构的承载力、稳定性和使用要求。框剪结构在水平力作用下，水平位移是由楼层层间位移层高之比控制的。多遇地震作用下，高度不大于150m的高层建筑，框剪结构层间弹性位移与层高之比应满足，验算见表6.1。由表中计算结果可知，满足要求。表6.1楼层位移计算楼层层高mHi/mζ=Hi/Hu1i/mu2i/mui/m△u/m△u/h103.638.410.005500.002470.007980.000921/391239 某高层钢筋混凝土教学楼设计93.634.80.9060.004910.002150.007060.000921/391483.631.20.8130.004310.001820.006140.000941/383173.627.60.7190.003690.001510.005200.000941/382663.624.00.6250.003050.001200.004260.000931/389053.620.40.5310.002410.000920.003330.000881/410943.616.80.4380.001790.000660.002450.000811/442433.613.20.3440.001210.000430.001640.000701/512723.69.60.2500.000700.000240.000940.000541/663016.06.00.1560.000300.000100.000400.000401/1516239 某高层钢筋混凝土教学楼设计第七章总框架与总剪力墙内力横向水平地震作用下总框架、总剪力墙内力用下列公式计算，结果见下表7.1和表7.2。倒三角形水平荷载作用下顶点集中水平荷载作用下表7.1横向水平地震作用下内力计算楼层ζ=Hi/HHi/m倒三角形分布荷载作用顶点集中荷载作用Mw1/(kN•m)Vw1/kNVf1/kNMw2/(kN•m)Vw2/kNVf2/kN10138.40.0001118.9303699.3020.000236.685628.41690.90634.8-2939.428524.4193252.653859.231240.755624.34680.81331.2-3879.68213.4422873.6111738.295252.928612.17370.71927.6-3089.311-442.5952536.4232686.381273.886591.21560.62524-738.749-853.4952229.7863726.852304.262560.83950.53120.43034.974-1233.3891939.5704895.488345.102519.99940.43816.88082.584-1591.5431655.7896217.214397.181467.92030.34413.214470.594-1947.9971360.0007765.992463.413401.68820.259.622153.536-2311.0851042.9929581.840545.582319.51910.156631177.759-2693.294692.28011727.205646.513218.58839 某高层钢筋混凝土教学楼设计表7.2横向水平地震作用下总框架、总剪力墙内力计算楼层Hi/mMw/(kN•m)Vw/kNVf(顶)/kNVf(中)/kN1038.40.0001355.6154327.7184102.358934.8-2080.197765.1743876.9983681.391831.2-2141.387266.3703485.7843306.711727.6-402.930-168.7093127.6382959.1316242988.102-549.2322790.6242625.097520.47930.462-888.2872459.5692291.639416.814299.798-1194.3622123.7081942.698313.222236.586-1484.5841761.6881562.10029.631735.376-1765.5031362.5121136.6901642904.963-2046.781910.868455.434在横向水平地震作用下，总剪力墙的弯矩、剪力、总框架的剪力以及楼层侧移沿高度的分布规律如下图所示。图7.1总剪力墙弯矩分布图图7.2总剪力墙剪力分布图39 某高层钢筋混凝土教学楼设计图7.3总框架剪力分布图图7.4层间位移分布第八章水平地震作用下框架内力计算8.1框架各层总剪力调整当Vf≥0.2V0时，不必调整。当Vf≤0.2V0时，设计值Vf取1.5Vf,max和0.2V0中的较小值。本设计V0=4270.764kN，Vf,max=4327.718kN。Vf的调整值见下表。表8.1Vf的调整值楼层柱中剪力Vf/kN0.2V0/kN1.5Vf,max/kN调整后Vf/kN104102.358854.1286491.584102.35893681.391854.1286491.583681.39183306.711854.1286491.583306.71172959.131854.1286491.582959.13162625.097854.1286491.582625.09752291.639854.1286491.582291.63941942.698854.1286491.581942.69831562.100854.1286491.581562.10021136.690854.1286491.581136.6901455.434854.1286491.58854.128由表16可见，第一层以上Vf＞0.2V0，故第一层以上各层的框架总剪力不必调整；第一层的框架总剪力应予以调整，第一层调整后的总框架剪力取为0.2V0。各层框架总剪力调整后，按调整前后总剪力的比值调整柱和梁的剪力及端部弯矩，柱的轴力不必调整。8.2框架柱剪力及弯矩计算柱端剪力及弯矩计算利用D值法，取横向水平地震作用下②轴线框架为例计算。39 某高层钢筋混凝土教学楼设计因同一层内各柱的层间位移相等，层间剪力Vfi按各柱D值比例分配给该层各个柱子柱端弯矩：下端上端表8.2中框架边柱柱端剪力及弯矩计算楼层hi/mVf/kN∑Di/(N/mm)Di/(N/mm)Vcij/kNyMcb/(kN•m)Mct/(kN•m)103.64102.3582042479.0623611.5847.4240.16027.316143.41193.63681.3912042479.0623611.5842.5580.33050.559102.64983.63306.7112042479.0623611.5838.2260.38052.29485.32173.62959.1312042479.0623611.5834.2080.40049.26073.89063.62625.0972042479.0623611.5830.3470.43046.97762.27253.62291.6392042479.0623611.5826.4920.45042.91752.45443.61942.6982042479.0623611.5822.4580.45036.38244.46733.61562.1002042479.0623611.5818.0580.50032.50532.50523.61136.6902042479.0623611.5837.4030.65187.65746.99316854.128717566.6914100.0016.7830.79079.55321.147表8.3中框架中柱柱端剪力及弯矩计算楼层hi/mVf/kN∑Di/(N/mm)Di/(N/mm)Vcij/kNyMcb/(kN•m)Mct/(kN•m)103.64102.3582042479.0663427.19127.3950.370169.690288.93193.63681.3912042479.0663427.19114.3220.420172.855238.70483.63306.7112042479.0663427.19102.6870.450166.352203.32073.62959.1312042479.0663427.1991.8930.470155.483175.33263.62625.0972042479.0663427.1981.5200.470137.932155.54039 某高层钢筋混凝土教学楼设计53.62291.6392042479.0663427.1971.1650.500128.096128.09643.61942.6982042479.0663427.1960.3290.500108.591108.59133.61562.1002042479.0663427.1948.5090.50087.31787.31723.61136.6902042479.0663427.1935.2990.53768.24058.83616854.128717566.6921766.6725.9090.63097.93657.5188.3框架梁端弯矩、剪力及柱轴力计算框架梁端弯矩根据节点平衡计算。梁左端梁右端梁端剪力计算轴力计算计算结果见下表。表8.4AB跨梁端剪力计算楼层l/mMbl/(kN•m)Mbr/(kN•m)Vbl=Vbr/kN107.2143.41137.00025.05797.2129.96633.53122.70887.2135.88035.05723.74177.2126.18432.55522.04767.2111.53228.77519.48757.299.43125.65317.37347.287.38422.54515.26837.268.88717.77312.03627.279.49820.51013.89017.2108.80428.07219.01139 某高层钢筋混凝土教学楼设计表8.5BC跨梁端剪力计算楼层l/mMbl/(kN•m)Mbr/(kN•m)Vbl=Vbr/kN102.5106.411106.41185.12992.596.43596.43577.14882.5100.823100.82380.65872.593.62893.62874.90362.582.75682.75666.20552.573.77873.77859.02242.564.83964.83951.87132.551.11451.11440.89122.558.98758.98747.19012.580.73380.73364.586表8.6柱轴力计算楼层调整前KZ1轴力Nc/kNKZ2轴力Nc/kN10-25.057-60.0729-47.765-114.5118-71.506-171.4297-93.553-224.2846-113.040-271.0025-130.413-312.6524-145.681-349.2553-157.717-378.1102-171.607-411.41039 某高层钢筋混凝土教学楼设计1-190.618-456.986注：柱轴力中负号表示拉力。第九章竖向荷载作用下框架内力计算竖向荷载作用下框架内力的计算方法采用力矩分配法，多层多跨框架在竖向荷载作用侧移是不大的，可近似按无侧移框架进行分析。本设计基本符合力矩分配法的适用条件，取轴线横向框架为例计算。由于楼面荷载均匀分布，故取两轴线中线之间的长度为计算单元宽度。因梁板为整体现浇，且各区格为双向板，故直接传给横梁的楼面荷载为三角形荷载，计算单元范围内无其余荷载。另外，纵横梁轴线与柱轴线重合，计算简图如下图所示。图9.1框架计算单元示意图图9.2竖向荷载作用下框架计算简图9.1恒荷载的计算9.1.1屋面梁线荷载标准值AB跨：屋面均布恒载传给梁的梯形荷载集度4.160×4.5=18.72kN/m梯形荷载转化为均布荷载0.8352×18.72=15.635kN/m框架梁自重5.34kN/m总均布恒载q=15.635+5.34=20.975kN/mBC跨：屋面均布恒载传给梁的三角形荷载集度4.160×2.5=10.4kN/m三角形荷载转化为均布荷载5/8×10.4=6.5kN/m框架梁自重5.34kN/m39 某高层钢筋混凝土教学楼设计总均布恒载q=6.5+5.34=11.84kN/m9.1.2楼面梁线荷载标准值AB跨：楼面均布恒载传给梁的梯形荷载集度3.490×4.5=15.705kN/m梯形荷载转化为均布荷载0.8352×15.705=13.117kN/m框架梁自重5.34kN/m墙体自重1.54×(3.6-0.6)=4.62kN/m均布恒载q=13.117+5.34+4.62=23.077kN/mBC跨：楼面均布恒载传给梁的三角形荷载集度3.490×2.5=8.725kN/m三角形荷载转化为均布荷载5/8×8.725=5.453kN/m框架梁自重5.34kN/m墙体自重0kN/m均布恒载q=5.453+5.34+0=10.793kN/m9.2活荷载的计算9.2.1屋面梁线荷载标准值AB跨：屋面均布活载传给梁的梯形荷载集度2.0×4.5=9.0kN/m梯形荷载转化为均布荷载0.8352×9.0=7.517kN/m屋面均布雪载传给梁的梯形荷载集度0.4×4.5=1.8kN/m梯形荷载转化为均布荷载0.8352×1.8=1.503kN/mBC跨：屋面均布活载传给梁的三角形荷载集度2.0×2.5=5.0kN/m三角形荷载转化为均布荷载5/8×5.0=3.125kN/m屋面均布雪载传给梁的三角形荷载集度0.4×2.5=1.0kN/m三角形荷载转化为均布荷载5/8×1.0=0.625kN/m9.2.2楼面梁线荷载标准值AB跨：楼面均布活载传给梁的梯形荷载集度2.5×4.5=11.25kN/m梯形荷载转化为均布荷载0.8352×11.25=9.396kN/mBC跨：楼面均布活载传给梁的三角形荷载集度3.5×2.5=8.75kN/m三角形荷载转化为均布荷载5/8×8.75=5.469kN/m39 某高层钢筋混凝土教学楼设计9.3竖向荷载作用下框架弯矩计算计算步骤如下：(1)根据梁、柱线刚度计算节点分配系数。(2)计算梁固端弯矩。恒载作用下活载作用下(3)一次分配：所有节点不平衡弯矩分配，负号与固端弯矩反号。(4)一次传递：同层柱上下互相传递，同根梁两端互相传递。(5)二次分配：分配第一次传递后的节点不平衡弯矩。39 某高层钢筋混凝土教学楼设计图9.3恒载作用下框架弯矩图图9.4活载作用下框架弯矩图9.4竖向荷载作用下梁端剪力计算竖向荷载作用下梁端剪力按下式计算，即式中Vq-----梁上均布荷载引起的剪力，Vq=ql/2；Vm-----梁端弯矩引起的剪力，。计算结果见下表。表9.1AB跨梁端剪力(恒)楼层l/mqGE/(kN/m)MlGE/(kN/m)MrGE/(kN/m)Vq/kNVm/kNVlGE/kNVrGE/kN107.220.975-82.72887.06075.510-0.60274.90876.11297.223.077-97.65797.75183.077-0.01383.06483.09039 某高层钢筋混凝土教学楼设计87.223.077-96.13297.47483.077-0.18682.89183.26477.223.077-96.52597.51783.077-0.13882.93983.21567.223.077-96.42797.51283.077-0.15182.92783.22857.223.077-96.44197.51183.077-0.14982.92983.22647.223.077-96.48097.51683.077-0.14482.93383.22137.223.077-96.30597.48383.077-0.16482.91483.24127.223.077-96.98297.67583.077-0.09682.98183.17317.223.077-94.42396.62983.077-0.30682.77183.384表9.2BC跨梁端剪力(恒)楼层l/mqGE/(kN/m)MlGE/(kN/m)MrGE/(kN/m)Vq/kNVm/kNVlGE/kNVrGE/kN102.511.840-20.55620.55614.8000.00014.80014.80092.510.793-11.30311.30313.4910.00013.49113.49182.510.793-13.30013.30013.4910.00013.49113.49172.510.793-12.84012.84013.4910.00013.49113.49162.510.793-12.94412.94413.4910.00013.49113.49152.510.793-12.93212.93213.4910.00013.49113.49142.510.793-12.88412.88413.4910.00013.49113.49132.510.793-13.11613.11613.4910.00013.49113.49122.510.793-12.09812.09813.4910.00013.49113.49112.510.793-16.56316.56313.4910.00013.49113.491表9.3AB跨梁端剪力(活)楼层l/mqGE/(kN/m)MlGE/(kN/m)MrGE/(kN/m)Vq/kNVm/kNVlGE/kNVrGE/kN107.27.517-29.80031.15027.061-0.18826.87427.24997.29.396-39.60639.81533.826-0.02933.79733.85587.29.396-39.16339.71833.826-0.07733.74933.90339 某高层钢筋混凝土教学楼设计77.29.396-39.27839.73433.826-0.06333.76233.88967.29.396-39.25039.73133.826-0.06733.75933.89257.29.396-39.25239.73133.826-0.06733.75933.89247.29.396-39.26939.73333.826-0.06433.76133.89037.29.396-39.19739.72133.826-0.07333.75333.89827.29.396-39.47439.79533.826-0.04533.78133.87017.29.396-38.42639.38533.826-0.13333.69233.959表9.4BC跨梁端剪力(活)楼层l/mqGE/(kN/m)MlGE/(kN/m)MrGE/(kN/m)Vq/kNVm/kNVlGE/kNVrGE/kN102.53.125-6.7366.7363.9060.0003.9063.90692.55.469-5.2835.2836.8360.0006.8366.83682.55.469-5.8955.8956.8360.0006.8366.83672.55.469-5.7545.7546.8360.0006.8366.83662.55.469-5.7865.7866.8360.0006.8366.83652.55.469-5.7835.7836.8360.0006.8366.83642.55.469-5.7635.7636.8360.0006.8366.83632.55.469-5.8575.8576.8360.0006.8366.83622.55.469-5.4485.4486.8360.0006.8366.83612.55.469-7.2417.2416.8360.0006.8366.836表9.5AB跨梁端剪力(雪)楼层l/mqGE/(kN/m)MlGE/(kN/m)MrGE/(kN/m)Vq/kNVm/kNVlGE/kNVrGE/kN107.21.503-6.7306.4695.4110.0365.4475.37597.29.396-38.83239.57533.826-0.10333.72233.92987.29.396-39.36639.76033.826-0.05533.77133.88077.29.396-39.22539.72733.826-0.07033.75633.89539 某高层钢筋混凝土教学楼设计67.29.396-39.26339.73233.826-0.06533.76033.89157.29.396-39.24939.73133.826-0.06733.75933.89347.29.396-39.27039.73333.826-0.06433.76133.89037.29.396-39.19739.72133.826-0.07333.75333.89827.29.396-39.47439.79533.826-0.04533.78133.87017.29.396-38.42639.38533.826-0.13333.69233.959表9.6BC跨梁端剪力(雪)楼层l/mqGE/(kN/m)MlGE/(kN/m)MrGE/(kN/m)Vq/kNVm/kNVlGE/kNVrGE/kN102.50.625-0.1450.1450.7810.0000.7810.78192.55.469-6.4876.4876.8360.0006.8366.83682.55.469-5.6175.6176.8360.0006.8366.83672.55.469-5.8185.8186.8360.0006.8366.83662.55.469-5.7715.7716.8360.0006.8366.83652.55.469-5.7875.7876.8360.0006.8366.83642.55.469-5.7635.7636.8360.0006.8366.83632.55.469-5.8575.8576.8360.0006.8366.83622.55.469-5.4485.4486.8360.0006.8366.83612.55.469-7.2417.2416.8360.0006.8366.8369.5竖向荷载作用下柱轴力计算竖向荷载作用下柱轴力N=V+P，V为梁传给节点的剪力，P为节点集中力及柱自重。KZ1、KZ2、KZ3和KZ4柱分别为A、C、E、G轴线的框架柱，柱轴力计算见下表。表9.7恒荷载作用下KZ1柱轴力计算层次女儿墙重纵梁重纵墙重横梁梁端剪力柱自重N上N下1054.041.11874.90847.527170.026217.553941.11866.70483.06447.527408.439455.96639 某高层钢筋混凝土教学楼设计841.11866.70482.89147.527646.679694.206741.11866.70482.93947.527884.967932.494641.11866.70482.92747.5271123.2431170.77541.11866.70482.92947.5271361.5211409.048441.11866.70482.93347.5271599.8031647.33341.11866.70482.91447.5271838.0661885.593241.11866.70482.98147.5272076.3962123.923141.118118.09882.77179.2122365.912445.122表9.8恒荷载作用下KZ2柱轴力计算层次纵梁重纵墙重横梁梁端剪力柱自重N上N下1041.11854.12890.91247.527186.158233.685941.11854.12896.58247.527425.512473.039841.11854.12896.75547.527665.040712.567741.11854.12896.70647.527904.519952.046641.11854.12896.71947.5271144.0111191.538541.11854.12896.71747.5271383.5011431.028441.11854.12896.71247.5271622.9871670.514341.11854.12896.73247.5271862.4921910.019241.11854.12896.66547.5272101.9302149.457141.11897.96796.87579.2122385.4162464.628表9.9活荷载作用下(屋面取活载)KZ1、KZ2柱轴力层数KZ1柱轴力KZ2柱轴力横梁梁端剪力N上N下横梁梁端剪力N上N下1026.87426.87426.87431.15531.15531.155933.79733.79733.79740.69140.69140.691833.74933.74933.74940.73940.73940.739733.76233.76233.76240.72540.72540.72539 某高层钢筋混凝土教学楼设计633.75933.75933.75940.72940.72940.729533.75933.75933.75940.72840.72840.728433.76133.76133.76140.72640.72640.726333.75333.75333.75340.73540.73540.735233.78133.78133.78140.70640.70640.706133.69233.69233.69240.79540.79540.795表9.10活荷载作用下(屋面取雪载)KZ1、KZ2柱轴力层数KZ1柱轴力KZ2柱轴力横梁梁端剪力N上N下横梁梁端剪力N上N下105.4475.4475.4476.1566.1566.156933.72233.72233.72240.76540.76540.765833.77133.77133.77140.71740.71740.717733.75633.75633.75640.73240.73240.732633.76033.76033.76040.72740.72740.727533.75933.75933.75940.72940.72940.729433.76133.76133.76140.72640.72640.726333.75333.75333.75340.73540.73540.735233.78133.78133.78140.70640.70640.706133.69233.69233.69240.79540.79540.79539 某高层钢筋混凝土教学楼设计图9.5竖向恒载作用下框架柱轴力图9.6竖向活载作用下框架柱轴力39 某高层钢筋混凝土教学楼设计第十章框架内力组合作用于框架结构上的竖向荷载有恒荷载和活荷载两种，恒荷载对结构作用的位置和大小是不变的，结构分析时一般是将所有的恒荷载全部作用在结构上一次性求出其内力。竖向荷载的作用位置和大小是可变的，不同的活荷载布置方式会在结构内产生不同的内力。因此，应该根据不同的截面位置及内力要求，根据最不利的活荷载布置方式计算内力，求的竖向荷载作用下的截面最不利内力。10.1框架梁内力组合梁一般取梁端和跨中作为梁承载力设计的控制截面。一般情况下，梁端为抵抗负弯矩、剪力的设计控制截面，但在有震组合时也要组合梁端的正弯矩，因此梁的最不利组合内力包括：(1)梁端负弯矩(-Mmax)。其中，正截面抗弯γRE=0.75。(2)梁端正弯矩。(3)梁跨内弯矩有震时梁跨内弯矩可按下式计算。左震时右震时，式中和反号。无震时跨内弯矩计算公式为39 某高层钢筋混凝土教学楼设计(4)AB跨与BC跨梁端-Mmax组合计算见表10.1和表10.2。AB跨与BC跨梁端+Mmax组合计算见表10.3和10.4。AB跨与BC跨梁跨内Mmax组合计算见表10.5、表10.6以及表10.7、表10.8。(5)梁端剪力组合。AB跨梁端剪力组合计算(非地震组合)见表10.9。AB跨梁端剪力组合计算(非地震组合)见表10.10。BC跨梁端剪力组合计算(非地震组合)见表10.11。BC跨梁端剪力组合计算(地震组合)见表10.11。为实现“强剪弱弯”的设计目标，应根据梁端弯矩调整梁端剪力设计值。抗震设计时，框架梁端部截面组合的剪力设计值公式为式中——梁剪力增大系数，取1.2；Mbl、Mbr——梁左、右端逆时针或顺时针方向截面组合的弯矩设计值；VGb——考虑地震作用组合的重力荷载代表值作用下，按简支梁分析的梁端截面剪力设计值，VGb=ql/2；ln——梁的净跨。39 某高层钢筋混凝土教学楼设计39 47某高层钢筋混凝土教学楼设计某高层混凝土教学楼设计表10.1AB跨梁端-Mmax组合计算层数恒载活载（屋面活载）活载（屋面取雪载）重力荷载代表值=+0.5×地震力竖向荷载组合竖向荷载与地震力组合A端B端A端B端A端B端A端B端A端B端（1.2×+1.4×)(1.35×+1.0×）1.3×+1.2×左震右震左震右震A端B端A端B端A左震A右震B左震B右震10-82.728-87.06-29.800-31.150-6.730-6.469-86.093-90.295143.411-143.411-37.00037.000-140.994-148.082-141.483-148.68183.123-289.746-156.453-60.2539-97.657-97.751-39.606-39.815-38.832-39.575-117.073-117.539129.966-129.966-33.53133.531-172.637-173.042-171.443-171.77928.468-309.443-184.637-97.4568-96.132-97.474-39.163-39.718-39.366-39.760-115.815-117.354135.880-135.880-35.05735.057-170.187-172.574-168.941-171.30837.666-315.622-186.399-95.2517-96.525-97.517-39.278-39.734-39.225-39.727-116.138-117.381126.184-126.184-32.55532.555-170.819-172.648-169.587-171.38224.674-303.404-183.178-98.5356-96.427-97.512-39.250-39.731-39.263-39.732-116.059-117.378111.532-111.532-28.77528.775-170.662-172.638-169.426-171.3725.721-284.262-178.261-103.4465-96.441-97.511-39.252-39.731-39.249-39.731-116.066-117.37799.431-99.431-25.65325.653-170.682-172.637-169.447-171.371-10.018-268.539-174.201-107.5034-96.48-97.516-39.269-39.733-39.270-39.733-116.115-117.38387.384-87.384-22.54522.545-170.753-172.645-169.517-171.380-25.739-252.937-170.168-111.5513-96.305-97.483-39.197-39.721-39.197-39.721-115.904-117.34468.887-68.887-17.77317.773-170.442-172.589-169.209-171.323-49.531-228.637-163.917-117.7072-96.982-97.675-39.474-39.795-39.474-39.795-116.719-117.57379.498-79.498-20.51020.510-171.642-172.923-170.400-171.656-36.715-243.410-167.750-114.4241-94.423-96.629-38.426-39.385-38.426-39.385-113.636-116.322108.804-108.804-28.07228.072-167.104-171.094-165.897-169.8345.082-277.808-176.079-103.092 47某高层钢筋混凝土教学楼设计某高层混凝土教学楼设计表10.2BC跨梁端-Mmax组合计算层数恒载活载（屋面活载）活载（屋面取雪载）重力荷载代表值=+0.5×地震力竖向荷载组合竖向荷载与地震力组合B端C端B端C端B端C端B端C端B端C端（1.2×+1.4×)(1.35×+1.0×）1.3×+1.2×左震右震左震右震B端C端B端C端B左震B右震C左震C右震10-20.556-20.556-6.736-6.736-0.145-0.145-20.629-20.629106.411-106.411-106.411106.411-34.098-34.098-34.487-34.487113.580-163.089-163.089113.5809-11.303-11.303-5.283-5.283-6.487-6.487-14.547-14.54796.435-96.435-96.43596.435-20.960-20.960-20.542-20.542107.910-142.821-142.821107.9108-13.300-13.300-5.895-5.895-5.617-5.617-16.109-16.109100.823-100.823-100.823100.823-24.213-24.213-23.850-23.850111.740-150.400-150.400111.7407-12.840-12.840-5.754-5.754-5.818-5.818-15.749-15.74993.628-93.628-93.62893.628-23.464-23.464-23.088-23.088102.818-140.615-140.615102.8186-12.944-12.944-5.786-5.786-5.771-5.771-15.830-15.83082.756-82.756-82.75682.756-23.633-23.633-23.260-23.26088.587-126.578-126.57888.5875-12.932-12.932-5.783-5.783-5.787-5.787-15.826-15.82673.778-73.778-73.77873.778-23.615-23.615-23.241-23.24176.921-114.902-114.90276.9214-12.884-12.884-5.763-5.763-5.763-5.763-15.766-15.76664.839-64.839-64.83964.839-23.529-23.529-23.156-23.15665.372-103.209-103.20965.3723-13.116-13.116-5.857-5.857-5.857-5.857-16.045-16.04551.114-51.114-51.11451.114-23.939-23.939-23.564-23.56447.195-85.702-85.70247.1952-12.098-12.098-5.448-5.448-5.448-5.448-14.822-14.82258.987-58.987-58.98758.987-22.145-22.145-21.780-21.78058.897-94.470-94.47058.8971-16.563-16.563-7.241-7.241-7.241-7.241-20.184-20.18480.733-80.733-80.73380.733-30.013-30.013-29.601-29.60180.733-129.173-129.17380.733 47某高层钢筋混凝土教学楼设计表10.3AB跨梁端+Mmax组合计算层数恒载活载（屋面活载）活载（屋面取雪载）重力荷载代表值=+0.5×地震力竖向荷载与地震力组合A端B端A端B端A端B端A端B端A端B端1.3×-1.0×左震右震左震右震A左震A右震B左震B右震10-82.728-87.06-29.800-31.150-6.730-6.469-86.093-90.295143.411-143.411-37.00037.000272.527-100.34142.195138.3959-97.657-97.751-39.606-39.815-38.832-39.575-117.073-117.539129.966-129.966-33.53133.531286.029-51.88373.949161.1298-96.132-97.474-39.163-39.718-39.366-39.760-115.815-117.354135.880-135.880-35.05735.057292.459-60.82971.780162.9287-96.525-97.517-39.278-39.734-39.225-39.727-116.138-117.381126.184-126.184-32.55532.555280.177-47.90175.060159.7036-96.427-97.512-39.250-39.731-39.263-39.732-116.059-117.378111.532-111.532-28.77528.775261.051-28.93379.971154.7865-96.441-97.511-39.252-39.731-39.249-39.731-116.066-117.37799.431-99.431-25.65325.653245.326-13.19484.028150.7264-96.48-97.516-39.269-39.733-39.270-39.733-116.115-117.38387.384-87.384-22.54522.545229.7142.51688.075146.6923-96.305-97.483-39.197-39.721-39.197-39.721-115.904-117.34468.887-68.887-17.77317.773205.45726.35194.239140.4492-96.982-97.675-39.474-39.795-39.474-39.795-116.719-117.57379.498-79.498-20.51020.510220.06613.37290.910144.2361-94.423-96.629-38.426-39.385-38.426-39.385-113.636-116.322108.804-108.804-28.07228.072255.081-27.80979.828152.816 47某高层钢筋混凝土教学楼设计表10.4BC跨梁端+Mmax组合计算层数恒载活载（屋面活载）活载（屋面取雪载）重力荷载代表值=+0.5×地震力竖向荷载与地震力组合A端B端A端B端A端B端A端B端A端B端1.3×-1.0×左震右震左震右震A左震A右震B左震B右震10-20.556-20.556-6.736-6.736-0.145-0.145-20.629-20.629106.411-106.411-106.411106.411158.963-117.705-117.705158.9639-11.303-11.303-5.283-5.283-6.487-6.487-14.547-14.54796.435-96.435-96.43596.435139.913-110.819-110.819139.9138-13.300-13.300-5.895-5.895-5.617-5.617-16.109-16.109100.823-100.823-100.823100.823147.179-114.961-114.961147.1797-12.840-12.840-5.754-5.754-5.818-5.818-15.749-15.74993.628-93.628-93.62893.628137.465-105.967-105.967137.4656-12.944-12.944-5.786-5.786-5.771-5.771-15.830-15.83082.756-82.756-82.75682.756123.413-91.753-91.753123.4135-12.932-12.932-5.783-5.783-5.787-5.787-15.826-15.82673.778-73.778-73.77873.778111.737-80.085-80.085111.7374-12.884-12.884-5.763-5.763-5.763-5.763-15.766-15.76664.839-64.839-64.83964.839100.057-68.525-68.525100.0573-13.116-13.116-5.857-5.857-5.857-5.857-16.045-16.04551.114-51.114-51.11451.11482.493-50.403-50.40382.4932-12.098-12.098-5.448-5.448-5.448-5.448-14.822-14.82258.987-58.987-58.98758.98791.505-61.861-61.86191.5051-16.563-16.563-7.241-7.241-7.241-7.241-20.184-20.18480.733-80.733-80.73380.733125.137-84.769-84.769125.137 47某高层钢筋混凝土教学楼设计表10.5AB跨梁跨内Mmax组合计算（地震组合）层数恒载活载活载q/(kN/m)1.2×(+0.5×)1.3地震q’/(kN/m)l/m左震右震A端B端A端B端A端B端恒载活载活载M lGM rGM lEM rE1.2×（+0.5×)RA/kNx1/mMGERA/kNx1/mMGE10-82.728-87.06-29.800-31.150-6.730-6.46920.9751.5037.517-103.312-108.353186.434-48.10026.0727.20060.5842.324153.513125.7324.82313.4299-97.657-97.751-39.606-39.815-38.832-39.57523.0779.3969.396-140.488-141.046168.956-43.59033.3307.20090.3902.712151.036149.4314.48325.5338-96.132-97.474-39.163-39.718-39.366-39.76023.0779.3969.396-138.978-140.825176.644-45.57433.3307.20088.8682.666156.140150.5954.51824.5957-96.525-97.517-39.278-39.734-39.225-39.72723.0779.3969.396-139.365-140.857164.039-42.32233.3307.20091.1202.734149.228148.4424.45427.1546-96.427-97.512-39.250-39.731-39.263-39.73223.0779.3969.396-139.270-140.854144.992-37.40833.3307.20094.4352.833139.504145.1014.35331.5865-96.441-97.511-39.252-39.731-39.249-39.73123.0779.3969.396-139.279-140.852129.260-33.34933.3307.20097.1852.916131.669142.3544.27135.4624-96.48-97.516-39.269-39.733-39.270-39.73323.0779.3969.396-139.338-140.859113.599-29.30933.3307.20099.9282.998124.062139.6254.18939.5193-96.305-97.483-39.197-39.721-39.197-39.72123.0779.3969.396-139.084-140.81289.553-23.10533.3307.200104.1013.123113.041135.3954.06246.3672-96.982-97.675-39.474-39.795-39.474-39.79523.0779.3969.396-140.063-141.087103.347-26.66333.3307.200101.7893.054118.714137.9034.13741.8761-94.423-96.629-38.426-39.385-38.426-39.38523.0779.3969.396-136.363-139.586141.445-36.49433.3307.20094.8272.845139.977144.2544.32834.362 47某高层混钢筋凝土教学楼设计表10.6AB跨梁跨内Mmax组合计算（非地震组合）层数l/mq/(kN/m)非地震组合恒载活载恒载活载恒载活载恒载应满足活载应满足1.2×+1.4×1.35×+1.2×107.220.9757.51782.72829.80087.06031.15051.02467.95918.23524.355115.648120.97197.223.0779.39697.65739.60697.75139.81551.83574.76921.17630.443132.344137.47087.223.0779.39696.13239.16397.47439.71852.73674.76921.44630.443132.344137.47077.223.0779.39696.52539.27897.51739.73452.51874.76921.38030.443132.344137.47067.223.0779.39696.42739.25097.51239.73152.56974.76921.39630.443132.344137.47057.223.0779.39696.44139.25297.51139.73152.56374.76921.39530.443132.344137.47047.223.0779.39696.4839.26997.51639.73352.54174.76921.38530.443132.344137.47037.223.0779.39696.30539.19797.48339.72152.64574.76921.42730.443132.344137.47027.223.0779.39696.98239.47497.67539.79552.21074.76921.25230.443132.344137.47017.223.0779.39694.42338.42696.62939.38554.01374.76921.98130.443132.344137.470 47某高层钢筋混凝土教学楼设计表10.7BC跨梁跨内Mmax组合计算（地震组合）层数恒载1活载2活载3q/(kN/m)1.2×(+0.5×)1.3地震q’/(kN/m)l/m左震右震B端C端B端C端B端C端恒载活载活载M lGM rGM lEM rE1.2×（+0.5×)RB/kNx1/mMGERB/kNx1/mMGE10-20.556-20.556-6.736-6.736-0.145-0.14511.8400.6253.125-24.754-24.754138.334-138.33414.5832.500-92.4390.000113.580128.8962.500113.5809-11.303-11.303-5.283-5.283-6.487-6.48710.7935.4695.469-17.456-17.456125.366-125.36616.2332.500-80.0010.000107.910120.5842.500107.9108-13.3-13.3-5.895-5.895-5.617-5.61710.7935.4695.469-19.330-19.330131.070-131.07016.2332.500-84.5650.000111.740125.1472.500111.7407-12.84-12.84-5.754-5.754-5.818-5.81810.7935.4695.469-18.899-18.899121.716-121.71616.2332.500-77.0820.000102.818117.6642.500102.8186-12.944-12.944-5.786-5.786-5.771-5.77110.7935.4695.469-18.995-18.995107.583-107.58316.2332.500-65.7750.00088.587106.3572.50088.5875-12.932-12.932-5.783-5.783-5.787-5.78710.7935.4695.469-18.991-18.99195.911-95.91116.2332.500-56.4380.00076.92197.0202.50076.9214-12.884-12.884-5.763-5.763-5.763-5.76310.7935.4695.469-18.919-18.91984.291-84.29116.2332.500-47.1410.00065.37287.7242.50065.3723-13.116-13.116-5.857-5.857-5.857-5.85710.7935.4695.469-19.253-19.25366.448-66.44816.2332.500-32.8670.00047.19573.4502.50047.1952-12.098-12.098-5.448-5.448-5.448-5.44810.7935.4695.469-17.786-17.78676.683-76.68316.2332.500-41.0550.00058.89781.6382.50058.8971-16.563-16.563-7.241-7.241-7.241-7.24110.7935.4695.469-24.220-24.220104.953-104.95316.2332.500-63.6710.00080.733104.2542.50080.733 47某高层钢筋混凝土教学楼设计表10.8BC跨梁跨内Mmax组合计算（非地震组合）层数l/mq/(kN/m)非地震组合恒载活载恒载活载恒载活载恒载应满足活载应满足1.2×+1.4×1.35×+1.2×102.511.843.12520.5566.73620.5566.736-11.3064.625-4.2951.2217.2597.70992.510.7935.46911.3035.28311.3035.283-2.8714.216-1.0102.1368.0508.25582.510.7935.46913.35.89513.35.895-4.8684.216-1.6222.1368.0508.25572.510.7935.46912.845.75412.845.754-4.4084.216-1.4812.1368.0508.25562.510.7935.46912.9445.78612.9445.786-4.5124.216-1.5132.1368.0508.25552.510.7935.46912.9325.78312.9325.783-4.5004.216-1.5102.1368.0508.25542.510.7935.46912.8845.76312.8845.763-4.4524.216-1.4902.1368.0508.25532.510.7935.46913.1165.85713.1165.857-4.6844.216-1.5842.1368.0508.25522.510.7935.46912.0985.44812.0985.448-3.6664.216-1.1752.1368.0508.25512.510.7935.46916.5637.24116.5637.241-8.1314.216-2.9682.1368.0508.255 某高层钢筋混凝土教学楼设计表10.9AB跨梁端剪力组合计算(非地震组合)层数恒载活载1.2×+1.4×1.35×+1.0×VAVlBVAVlBVAVlBVAVlB1074.90876.11226.87427.249127.513129.483128.000130.000983.06483.0933.79733.855146.993147.105145.933146.027882.89183.26433.74933.903146.718147.381145.652146.309782.93983.21533.76233.889146.794147.303145.730146.229682.92783.22833.75933.892146.775147.322145.710146.250582.92983.22633.75933.892146.777147.320145.713146.247482.93383.22133.76133.89146.785147.311145.721146.238382.91483.24133.75333.898146.751147.346145.687146.273282.98183.17333.78133.87146.871147.226145.805146.154182.77183.38433.69233.959146.494147.603145.433146.527注：剪力的量纲为kN。表10.10AB跨梁端剪力组合计算(地震组合)层数ηvbln/mMrA/(kN•m)MrB/(kN•m)q/(kN/m)VGb/kNV=ηvb(Mlb+Mrb)/ln+VGb/kN101.26.5289.746156.45326.07284.733167.10991.26.5309.443184.63733.330108.323199.53781.26.5315.622186.39933.330108.323201.00371.26.5303.404183.17833.330108.323198.15361.26.5284.262178.26133.330108.323193.71151.26.5268.539174.20133.330108.323190.05941.26.5252.937170.16833.330108.323186.43431.26.5228.637163.91733.330108.323180.79421.26.5243.410167.75033.330108.323184.22911.26.5277.808176.07933.330108.323192.11750 某高层钢筋混凝土教学楼设计表10.11BC跨梁端剪力组合计算(非地震组合)层数恒载活载1.2×+1.4×1.35×+1.0×VBVlCVBVlCVBVlCVBVlC1014.80014.8003.9063.90623.22923.22923.88623.886913.49113.4916.8366.83625.76025.76025.04925.049813.49113.4916.8366.83625.76025.76025.04925.049713.49113.4916.8366.83625.76025.76025.04925.049613.49113.4916.8366.83625.76025.76025.04925.049513.49113.4916.8366.83625.76025.76025.04925.049413.49113.4916.8366.83625.76025.76025.04925.049313.49113.4916.8366.83625.76025.76025.04925.049213.49113.4916.8366.83625.76025.76025.04925.049113.49113.4916.8366.83625.76025.76025.04925.049表10.12BC跨梁端剪力组合计算(地震组合)层数ηvbln/mMrB/(kN•m)MrC/(kN•m)q/(kN/m)VGb/kNV=ηvb(Mlb+Mrb)/ln+VGb/kN101.21.8163.089163.08914.58313.125230.57691.21.8142.821142.82116.23314.610205.03881.21.8150.400150.40016.23314.610215.14371.21.8140.615140.61516.23314.610202.09761.21.8126.578126.57816.23314.610183.38151.21.8114.902114.90216.23314.610167.81241.21.8103.209103.20916.23314.610152.22231.21.885.70285.70216.23314.610128.87921.21.894.47094.47016.23314.610140.56911.21.8129.173129.17316.23314.610186.84150 某高层钢筋混凝土教学楼设计10.2柱的内力组合(1)框架柱内力组合。框架柱的弯矩、剪力和轴力沿柱高是线性变化的，因此可取各层柱的上、下端截面作为控制截面。考虑地震作用时柱一般采用对称配筋，柱子控制截面的最不利组合内力一般有：|Mmax|与相应的N；Nmax与相应的M；Nmin与相应的M。(2)在抗震设计中，一般要求框架结构应满足“强柱弱梁”、“强剪弱弯”的延性受力性能。“强柱弱梁”是指梁的弯曲破坏先于柱的弯曲破坏发生。因为即使梁端出现较多的塑性铰，结构依然是稳定的，不会形成机动体系而破坏。同时，梁端各个塑性铰均能吸收和耗散地震作用能量，减小结构震害。二级框架的梁、柱节点处，除顶层和柱轴压比小于0.15外，柱端考虑地震作用组合的弯矩设计值应予以调整，即式中——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；——柱端弯矩增大系数，对于三级框架取1.1；——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。抗震设计时，三级框架结构的底层柱截面的弯矩设计值应采用考虑地震作用组合的弯矩值与增大系数1.15的乘积。为了提高柱子的延性，框架柱的设计应满足“强剪弱弯”的要求，即柱子的斜截面受剪承载力应大于正截面受弯承载力。柱的剪力设计值调整为式中——柱端剪力增大系数，对于三级框架柱取1.1；、——柱上、下端顺时针或逆时针截面组合的弯矩设计值。50 52某高层钢筋混凝土教学楼设计表10.13KZ1内力标准值层次截面恒载内力活载内力（屋面）活载内力（雪载）重力荷载代表值内力地震内力MGKNGKVGKMQKNQKVQKMQKNQKVQKMGENGEVGEMEKNEKVEK10上-82.728170.026-39.111-29.80026.874-14.536-6.7305.447-6.303-86.093172.750-42.263143.411-25.05747.424下-58.073217.553-39.111-22.52926.874-14.536-15.9615.447-10.787-66.054220.277-44.50527.316-25.05747.4249上-39.584408.439-23.704-17.07833.797-9.993-22.87233.722-12.062-51.020425.300-29.735102.649-47.76542.558下-45.751455.966-23.704-18.89833.797-9.993-20.55233.722-10.935-56.027472.827-29.17250.559-47.76542.5588上-50.381646.679-27.563-20.26533.749-11.132-18.81433.771-10.614-59.788663.565-32.86985.321-71.50638.226下-48.844694.206-27.563-19.81133.749-11.132-19.39633.771-10.896-58.542711.092-33.01052.294-71.50638.2267上-47.680884.967-26.593-19.46633.762-10.845-19.82933.756-10.974-57.595901.845-32.08073.890-93.55334.208下-48.053932.494-26.593-19.57533.762-10.845-19.67933.756-10.906-57.893949.372-32.04649.260-93.55334.2086上-48.3741123.243-26.860-19.67433.759-10.927-19.58433.760-10.895-58.1661140.123-32.30862.272-113.04030.347下-48.3231170.770-26.860-19.66433.759-10.927-19.63833.760-10.903-58.1421187.650-32.31246.977-113.04030.3475上-48.1171361.521-26.689-19.58833.759-10.864-19.61133.759-10.872-57.9231378.401-32.12552.454-130.41326.492下-47.9621409.048-26.689-19.52333.759-10.864-19.52933.759-10.908-57.7271425.928-32.14342.917-130.41326.4924上-48.5181599.803-27.152-19.74633.761-11.051-19.74133.761-11.049-58.3891616.684-32.67644.467-145.68122.458下-49.2281647.330-27.152-20.03633.761-11.051-20.03433.761-10.888-59.2451664.211-32.59636.382-145.68122.4583上-47.0761838.066-25.358-19.16133.753-10.322-19.16333.753-10.323-56.6581854.943-30.52032.505-157.71718.058下-44.2141885.593-25.358-17.99733.753-10.322-17.99833.753-10.965-53.2131902.470-30.84132.505-157.71718.0582上-52.7682076.396-32.487-21.47733.781-13.221-21.47633.781-13.221-63.5062093.287-39.09746.993-171.60737.403下-64.1842123.923-32.487-26.12033.781-13.221-26.12033.781-10.674-77.2442140.814-37.82487.657-171.60737.4031上-30.2402365.910-7.560-12.30633.692-3.077-12.30633.692-3.077-36.3932382.756-9.09821.147-190.61816.783下-15.1202445.122-7.560-6.15333.692-3.077-6.15333.692-3.077-18.1972461.968-9.09879.553-190.61816.783 52某高层钢筋混凝土教学楼设计表10.14KZ1内力组合值层次截面非地震组合地震组合1.2×+1.4×1.35×+1.0×左震右震左震右震左震右震MNVMNVMMNNVV10上-111.194241.655-67.284-141.483256.409-67.33683.123-289.746174.725239.87410.936-112.367下-78.699298.687-67.284-100.928320.571-67.336-43.753-114.775231.758296.9068.245-115.0579上-54.332537.443-42.436-70.516585.190-41.99472.220-194.668448.266572.45519.643-91.008下-62.460594.475-42.436-80.662649.351-41.994-1.506-132.959505.298629.48720.319-90.3318上-68.563823.263-48.660-88.279906.766-48.34239.172-182.663703.320889.23510.250-89.137下-66.537880.296-48.660-85.750970.927-48.342-2.268-138.233760.352946.26810.081-89.3067上-65.0021109.227-47.094-83.8341228.467-46.74526.944-165.170960.5951203.8335.975-82.966下-65.4941166.260-47.094-84.4471292.629-46.745-5.433-133.5091017.6281260.8656.016-82.9256上-65.9181395.154-47.530-84.9791550.137-47.18911.154-150.7531221.1961515.1000.682-78.220下-65.8531452.187-47.530-84.9001614.299-47.189-8.700-130.8411278.2281572.1320.677-78.2255上-65.5761681.088-47.236-84.5461871.812-46.894-1.317-137.6971484.5441823.618-4.110-72.989下-65.3641738.120-47.236-84.2721935.974-46.894-13.480-125.0641541.5761880.650-4.132-73.0114上-66.1201967.029-48.053-85.2452193.495-47.705-12.259-127.8731750.6352129.406-10.016-68.407下-67.0882024.061-48.053-86.4942257.657-47.705-23.797-118.3911807.6672186.438-9.919-68.3103上-64.1562252.933-44.880-82.7142515.142-44.555-25.733-110.2462020.8992430.963-13.148-60.099下-60.2562309.966-44.880-77.6862579.304-44.555-21.599-106.1122077.9312487.996-13.534-60.4842上-71.9122538.969-57.494-92.7142836.916-57.078-15.116-137.2982288.8552735.0331.707-95.541下-87.4692596.001-57.494-112.7682901.077-57.07821.261-206.6472345.8872792.0653.236-94.0121上-41.2102886.261-13.379-53.1303227.671-13.283-16.181-71.1632611.5043107.11110.900-32.736下-20.6052981.315-13.379-26.5653334.607-13.28381.583-125.2552706.5583202.16510.900-32.736 某高层钢筋混凝土教学楼设计表10.15KZ1端弯矩调整层数截面是否需要调整调整后的M/7上-303.403-333.744需调整-181.688下-284.262-312.688需调整-146.8606上-284.262-312.688需调整-165.828下-268.538-295.393需调整-143.9265上-268.538-295.393需调整-151.467下-252.937-278.231需调整-137.5704上-252.937-278.231需调整-140.660下-228.636-251.501需调整-130.2303上-228.636-251.501需调整-121.271下-243.410-267.751需调整-116.7232上-243.410-267.751需调整-151.028下-277.810-305.589需调整-227.3101上-277.810-305.589需调整-78.279下-125.255需调整-144.043表10.16柱剪力设计值计算（抗震设计时）层次截面Hn/mKZ1M/(kN•m)V/kN10上3.6-289.746-123.604下3.6-114.775-94.5529上3.6-194.668-100.108下3.6-132.959-96.4408上3.6-182.663-98.052下3.6-138.233-92.7067上3.6-165.170-91.26360 某高层钢筋混凝土教学楼设计下3.6-133.509-86.8586上3.6-150.753-86.043下3.6-130.841-82.0535上3.6-137.697-80.288下3.6-125.064-77.2864上3.6-127.873-75.247下3.6-118.391-69.8613上3.6-110.246-66.109下3.6-106.112-74.3752上3.6-137.298-105.094下3.6-206.647-84.8861上6.0-71.163-36.010下6.0-125.255-22.96360 某高层钢筋混凝土教学楼设计第十一章截面设计与验算11.1框架梁11.1.1框架梁正截面强度设计框架梁钢筋选用HRB335,fy=300N/mm2。受弯构件承载力抗震调整系数γRE=0.75。框架梁支座截面上部配筋按矩形梁计算，下部配筋按T形梁计算，T形截面翼缘计算宽度按肋形梁计算，取(l0/3,b+Sn)min，故bf=2400mm。以第10层框架AB梁为例计算计算见下表。表11.110层框架梁支座配筋计算截面A上A下Bl上Bl下Br上Br下Cl上Cl下M/(kN•m)-289.746272.527-156.453138.395-163.089158.963-163.089158.963bcV/2(kN•m)58.48858.48858.48858.48880.70280.70280.70280.702M0=M-bcV/2-231.258214.039-97.96579.907-82.38778.261-82.38778.261γREM0/(kN•m)-173.444160.529-73.47459.930-61.79058.696-61.79058.696αS0.0950.0880.0400.0330.0340.0320.0340.032ζ0.1000.0920.0410.0330.0340.0330.0340.033γs0.9500.9540.9790.9830.9830.9840.9830.984As/mm21077993443360371352371352选筋5B185B165B145B145B145B145B145B14实际配筋面积/mm212721005769769769769769769配筋率(％)0.5630.4450.3400.3400.3400.3400.3400.34065ft/fy(％)0.3100.3100.3100.3100.3100.3100.3100.310表11.210层框架梁跨中配筋计算60 某高层钢筋混凝土教学楼设计截面AB跨跨中M/(kN•m)153.513γREM0/(kN•m)115.135α1fcb"fh"f(h0-h"f/2)/(kN•m)1767.48判断类型一类αS0.063ζ0.065γs0.967As/mm2702选筋5B14实际配筋面积/mm2769配筋率(％)0.34055ft/fy(％)0.26211.1.2框架梁斜截面强度设计1)框架梁截面验算。有地震作用时跨高比大于2.5的梁跨高比小于2.5的梁式中βc——混凝土强度影响系数，当混凝土强度等级不大于C50时取1.0.2)框架梁斜截面受剪承载力抗震验算的一般公式。可得式中——配置在同一截面内箍筋各肢的全部截面面积，。框架梁沿梁全长箍筋的面积配筋率应符合ρsv＞0.28ft/fy(二级)，即。60 某高层钢筋混凝土教学楼设计当0.7ftbh0﹤V时，需要进行配箍计算；当0.7ftbh0﹥V时，可进行构造配箍。以第10层框架AB梁为例计算，斜截面计算见下表。表11.310层框架梁AB受剪承载力计算截面ABV/kN167.109167.109γREV/kN125.332125.3320.2βcfcbh0/kN646.360646.360b/mm400.000400.000h0/mm565565fyv/(N/mm2)210210Asv/s0.5560.556梁端加密区选筋,8@100,8@100实际Asv/s1.011.01梁端非加密区选筋,8@150,8@150实际Asv/s0.2240.22411.1.3框架梁腰筋设计框架梁所需腰筋面积As≥0.1%bhw，则As≥120mm2（单侧），腰筋每侧选配1B14。11.2框架柱截面设计11.2.1柱轴压比验算轴压比指考虑地震作用组合的轴压力设计值与柱全截面面积和混凝土轴心抗压强度设计值乘积的比值。对于框—剪结构，柱轴压比限值为三级框架构件破坏时的轴压比实际上反映了偏心受压构件的破坏特征。当轴压比较小时，即柱的轴压比设计值较小，柱截面受压高度x较小，构件将发生受拉钢筋首先屈服的大偏心受压破坏，破坏时有较大变形；当轴压比较大时，即柱的轴压力设计值较大，柱截面受压区高度x60 某高层钢筋混凝土教学楼设计较大，属小偏心受压，破坏时受拉钢筋并未屈服，构件变形较小。为了保证框架结构的延性，要求框架柱产生大偏心受压破坏，根据这一要求可得框架柱的轴压比控制条件。下面的计算以KZ1柱为例。KZ1柱轴压比验算见下表。表11.4KZ1柱轴压比验算楼层bc/mmhc/mmfc/(N/mm2）Mc/(kN•m)Vc/kNNc/kNMc/Vch0N/bchcfc判断770070014.3-181.688-82.9661260.8653.1280.180满足要求0.9670070014.3-165.828-78.2251572.1323.0280.224满足要求0.9570070014.3-151.467-73.0111880.652.9640.268满足要求0.9470070014.3-140.66-68.4072186.4382.9370.312满足要求0.9370070014.3-121.271-60.4842077.9312.8640.297满足要求0.9270070014.3-151.028-95.5412792.0652.2580.398满足要求0.9170070014.3-144.043-32.7363202.1656.2860.457满足要求0.911.2.2框架柱正截面强度设计1)柱的计算长度：底层柱l0=1.0H;其余各层柱l0=1.25H。2)确定M、N，选择进行“强柱弱梁”盐酸调整后的值。3)根据调整后的M、N计算e0、ea、ei。4)构件长细比l0/h﹤5,取考虑弯矩影响的偏心距增大系数η=1；否则，通过计算求式中——偏心受压构件截面曲率修正系数，=，且当﹥1时取1；——偏心受压构件长细比对截面曲率的影响系数，当l0/h﹤15时=1.0；当时。60 某高层钢筋混凝土教学楼设计5)确定e，e为轴向力作用点至受拉钢筋As合力点之间的距离。6)按对称配筋矩形截面计算，截面两侧的配筋相同，即，判别大小偏心受压。7)根据规定，框架柱(三级)纵向钢筋最小配筋百分率对角柱全部纵筋不少于0.9%，对于中柱、边柱全部纵筋不少于0.7%，另外，柱截面每一册纵向受压钢筋配筋率不应小于0.2%。KZ1柱纵向钢筋计算见表11.5。11.2.3斜截面承载力配筋计算1)柱的剪跨比。剪跨比是反映柱截面承受的弯矩与剪力比值的一个参数，也是影响框架柱延性的重要因素。表示为Mc、Vc为柱端截面未经调整的弯矩值及其对应的剪力值。2)框架柱受剪截面限制条件。为防止框架柱在侧向力作用下发生脆性剪切破坏，保证柱内纵筋和箍筋能够有效的发挥作用，必须要限制柱子受剪截面尺寸不能太小。抗震设计时剪跨比大于2的柱剪跨比小于2的柱3)斜截面计算公式。可得60 某高层钢筋混凝土教学楼设计当λ﹥1时，取λ=1；当λ﹥3时，取λ=3。当N﹤0.3fcAc时，N=0.3fcAc。KZ1柱箍筋计算见表11.6。4)梁柱节点受剪承载力计算。下面以第四层中间节点为例。节点核心区的剪力设计值按下式计算，即节点左右梁端顺时针方向组合的弯矩设计值之和为=(103.209+170.168)×0.75=205.033kN•m，Hc=3.6m，hb=600mm，hbo=565mm，as=35mm。节点剪力增大系数取1.35，则有因验算方向的梁截面宽度为350mm=700/2mm，故核心区截面有效验算宽度bj取700mm。节点核心区的剪力设计值应满足，满足条件。其他梁通过PKPM验算，均满足条件。60 63某高层钢筋混凝土教学楼设计表11.5KZ1柱纵向配筋楼层截面M/(kN.m)N/kNM0/(kN.m)N0/kNe0/mmea/mmei/mmei/h0l0/h/mm0.3h0/mm/mm/mm/mm/mm偏心性质/mm2柱最小配筋10上-289.746239.8740.75-217.310179.90612082012281.8601.006.4291.01.01612471984015570.02717.973363大偏心877980下-114.775296.9060.75-86.081222.680387204070.6161.006.4291.01.048426198407360.03422.246363大偏心1049809上-194.668572.4550.75-146.001429.341340203600.5461.006.4291.01.054380198406900.06542.891363大偏心118980下-132.959629.4870.75-99.719472.115211202310.3501.006.4291.01.084251198405610.07147.164363大偏心-1929808上-182.663889.2350.75-136.997666.926205202250.3421.006.4291.01.086245198405550.10166.626363大偏心-257980下-138.233946.2680.75-103.675709.701146201660.2520.886.4291.01.103183198404930.10770.899363大偏心-5019807上-181.6881203.8330.75-136.266902.875151201710.2590.906.4291.01.102188198404980.13790.197363大偏心-565980下-146.861260.8650.75-110.145945.649116201360.2070.766.4291.01.108151198404610.14394.470363大偏心-7709806上-165.8281515.10.75-124.3711136.325109201290.1960.736.4291.01.110144198404540.172113.519363大偏心-914980下-143.9261572.1320.75-107.9451179.09992201120.1690.666.4291.01.115124198404340.178117.792363大偏心-10579805上-151.4671823.6180.75-113.6001367.71483201030.1560.626.4291.01.118115198404250.207136.635363大偏心-1224980下-137.571880.650.75-103.1781410.4887320930.1410.586.4291.01.122104198404140.213140.908363大偏心-13289804上-140.662129.4060.75-105.4951597.0556620860.1300.556.4291.01.12597198404070.242159.546363大偏心-1489980 63下-130.232186.4380.75-97.6731639.8296020800.1210.536.4291.01.12990198404000.248163.819363大偏心-1572某高层钢筋混凝土教学楼设计9803上-121.2712430.9630.75-90.9531823.2225020700.1060.496.4291.01.13579198403890.276182.140363大偏心-1760980下-116.7232487.9960.75-87.5421865.9974720670.1010.476.4291.01.13876198403860.282186.413363大偏心-18129802上-151.0282735.0330.75-113.2712051.2755520750.1140.516.4291.01.13285198403950.310204.923363大偏心-1791980下-227.312792.0650.75-170.4832094.04981201010.1540.616.4291.01.118113198404230.317209.196363大偏心-14869801上-78.2793107.1110.75-58.7092330.3332520450.0680.388.5711.01.29559198403690.353232.801363大偏心-2193980下-144.0433202.1650.75-108.0322401.6244520650.0980.478.5711.01.24881198403910.364239.922363大偏心-1923980表11.6KZ1柱箍筋计算楼层截面b/mmh/mmh0/mmH0/mm柱类型fc/(N/mm2)fyv/(N/mm2)Vc/kN/kN0.2βcfcbh0/kN实际Vc/kNN/kNγREN/kN0.3fcbh0/kN实际N/kNAsv/s实际取筋体积配筋（%）实际取值加密区非加密区加密区非加密区10上70070066036003.9073长柱14.3210-123.604-92.7031321.32-92.703239.874179.9061981.98179.906-13.28,12@100,12@1501.2880.431下70070066036001.5111.511长柱14.3210-94.552-70.9141321.32-70.914296.906222.6801981.98222.680-20.56,12@100,12@1501.2880.4319上70070066036003.2413长柱14.3210-100.108-75.0811321.32-75.081572.455429.3411981.98429.341-13.29,12@100,12@1501.2880.431下70070066036002.2302.23长柱14.3210-96.44-72.3301321.32-72.330629.487472.1151981.98472.115-16.27,12@100,12@1501.2880.4318上70070066036003.1053长柱14.3210-98.052-73.5391321.32-73.539889.235666.9261981.98666.926-13.40,12@100,12@1501.2880.431 63下70070066036002.3452.345长柱14.3210-92.706-69.5301321.32-69.530946.268709.7011981.98709.701-15.85,12@100,12@1501.2880.4317上70070066036003.0163长柱14.3210-91.263-68.4471321.32-68.4471203.833902.8751981.98902.875-13.49,12@100,12@1501.2880.431下70070066036002.4392.439长柱14.3210-86.858-65.1441321.32-65.1441260.865945.6491981.98945.649-15.53,12@100,12@1501.288某高层钢筋混凝土教学楼设计0.4316上70070066036002.9202.920长柱14.3210-86.043-64.5321321.32-64.5321515.11136.3251981.981136.325-13.85,12@100,12@1501.2880.431下70070066036002.5342.534长柱14.3210-82.053-61.5401321.32-61.5401572.1321179.0991981.981179.099-15.24,12@100,12@1501.2880.4315上70070066036002.8582.858长柱14.3210-80.288-60.2161321.32-60.2161823.6181367.7141981.981367.714-14.14,12@100,12@1501.2880.431下70070066036002.5952.595长柱14.3210-77.286-57.9651321.32-57.9651880.651410.4881981.981410.488-15.10,12@100,12@1501.2880.4314上70070066036002.8322.832长柱14.3210-75.247-56.4351321.32-56.4352129.4061597.0551981.981597.055-14.33,12@100,12@1501.2880.431下70070066036002.6262.626长柱14.3210-69.861-52.3961321.32-52.3962186.4381639.8291981.981639.829-15.06,12@100,12@1501.2880.4313上70070066036002.7792.779长柱14.3210-66.109-49.5821321.32-49.5822430.9631823.2221981.981823.222-14.58,12@100,12@1501.2880.431下70070066036002.6582.658长柱14.3210-74.375-55.7811321.32-55.7812487.9961865.9971981.981865.997-15.09,12@100,12@1501.2880.4312上70070066036002.1772.177长柱14.3210-105.094-78.8211321.32-78.8212735.0332051.2751981.982051.275-17.43,12@100,12@1501.2880.431下70070066036003.3303长柱14.3210-84.886-63.6651321.32-63.6652792.0652094.0491981.982094.049-14.10,12@100,12@1501.2880.4311上70070066060003.2943长柱14.3210-36.01-27.0081321.32-27.0083107.1112330.3331981.982330.333-13.96,12@100,12@1501.2880.431下70070066060005.7973长柱14.3210-22.963-17.2221321.32-17.2223202.1652401.6241981.982401.624-13.93,12@100,12@1501.2880.431 某高层钢筋混凝土教学楼设计第十二章基础设计12.1地基承载力特征值的确定基础埋深d=2.1m，查表2-4-2，得，由式（2-4-15）得修正后的地基承载力特征值为12.2初步确定基础高度和杯口尺寸由表12-5，柱的插入深度h1=700mm，所以杯口深度为700+50=750mm。杯口顶部尺寸，宽为700+2×75=850mm，长为700+2×75=850mm；杯口底部尺寸，宽为700+2×50=800mm，长为700+2×50=800mm。根据表12-5，取杯壁厚度t=200mm，杯底厚度a1=200mm，杯壁高度h2=300mm，a2=250mm。根据以上尺寸，初步确定基础总高度为700+50+200=950mm。12.3确定基础底面尺寸先按轴心受压估算，设基础埋置深度d=2.1m，可得m2将其增大20%~40%，初步选用底面尺寸为：b=4.5m。因b>3m，所以要对地基承载力特征值进行修正。15.52m2初步选用底面尺寸为：b=4.5m。=4.5×4.52/6=15.1875m2=18×4.5×4.5×2.1=765.45kN基础边缘的最大和最小压力按式（12-25）计算，即90 某高层钢筋混凝土教学楼设计按式（12-29）和式（12-30）校核地基承载力=206.22kPa<1.2=1.2×244.18=293.02kPa=(206.22+185.64)/2=195.93kPa<=244.18kPa故该基础底面尺寸是满足要求的。12.4验算基础高度地基净反力设计值计算按比例可得相应于柱边缘、变阶处及冲切破坏锥体边缘处的地基净反力设计值。因壁厚t=200mm，小于杯壁高度300mm，由柱边作出的450斜线将与杯壁相交，这说明不可能从柱边产生冲切破坏，故仅需对台阶以下进行冲切验算。这时冲切锥体的有效高度h0=650-40=610mm,冲切破坏锥体最不利一侧斜截面上边长at和下边长ab分别为：at=700+2×275=1250mmab=1250+2×610=2470mm则am===1860mm考虑冲切荷载时取用的多边形面积Al为（由于l=4.5m>bb=2.47m):==4.57-1.03=3.54m2由式（12-32）可得=202.11×3.54=715.47kN由式（12-31）有=1127.22kN>=715.47kN90 某高层钢筋混凝土教学楼设计故该基础高度满足受冲切承载力要求。12.5基础底板配筋计算沿基础长边方向，对柱边截面处的弯矩按下式计算按式（12-35）可得为变阶处截面的弯矩为变阶处有效高度=910-250=660mm，则故基础长边方向应按配筋，现配置17C18,。沿基础短边方向，对柱边截面Ⅱ-Ⅱ处的弯矩MⅡ按下式计算该方向受力钢筋面积现配置5C10,。90 某高层钢筋混凝土教学楼设计第十三章楼梯设计13.1梯段板设计取板厚h=100mm。板倾斜角的正切tanα=180/300=0.6,cosα=0.857。取1m宽板带计算。13.1.1荷载计算梯段板的荷载计算列于表13.1。恒荷载分项系数;活载分项系数。总荷载设计值p=1.2×6.61+1.4×3.5=12.83kN/m。表13.1梯段板的荷载荷载种类荷载标准值（kN/m)恒荷载水磨石面层(0.3+0.18)×0.65/0.3=1.04三角形踏步0.5×0.3×0.18×25/0.3=2.25混凝土斜板0.10×25/0.857=2.92板底抹灰0.02×17/0.857=0.40小计6.61活荷载3.513.1.2截面设计板水平计算跨度ln=2.7m，弯矩设计。板的有效高度h0=100-20=80mm。，计算得，选配8@100，As=644mm2。13.2平台板设计设平台板厚h=70mm。取1m宽板带计算。13.2.1荷载计算平台板的荷载计算列于表57。总荷载设计值p=1.2×2.74+1.4×3.5=8.19kN/m。90 某高层钢筋混凝土教学楼设计表13.2梯段板的荷载荷载种类荷载标准值（kN/m)恒荷载水磨石面层0.6570mm厚混凝土板0.07×25=1.75板底抹灰0.02×17=0.34小计2.74活荷载3.513.2.2截面设计平台板的计算跨度l0=2.0-0.3/2+0.1/2=1.9m。弯矩设计值，板的有效高度h0=700-20=50mm。，计算得，选配,6@120，As=236mm2。13.3平台梁设计设平台梁截面尺寸为200mm×350mm。13.3.1荷载计算平台梁的荷载计算列于表58。总荷载设计值p=1.2×13.25+1.4×8.23==27.42kN/m。表13.3平台梁的荷载荷载种类荷载标准值(kN/m)恒荷载梁自重0.2×(0.35-0.17)×25=1.4梁侧粉刷0.02×(0.35-0.07)×2×17=0.19平台板传来2.74×2.0/2=2.74梯段板传来6.61×2.7/2=8.92小计13.2590 某高层钢筋混凝土教学楼设计活荷载3.5×(2.7/2+2.0/2)=8.2313.3.2截面设计计算跨度l0=1.05ln=1.05×(3.6-0.15)=3.62m。弯矩设计剪力设计值截面按倒L形计算，,梁的有效高度h0=350-35=315mm。经判断属于第一类T形截面，计算得，选配2B18,As=509mm2。配置,6@200箍筋，则斜截面受剪承载力=0.7×1.43×200×315+270×56.6/200×315=87.13kN>47.3kN满足要求。90 某高层钢筋混凝土教学楼设计附录1总信息附录1.1总信息结构材料信息:钢砼结构混凝土容重(kN/m3):Gc=26.00钢材容重(kN/m3):Gs=78.00水平力的夹角(Rad):ARF=0.00地下室层数:MBASE=0竖向荷载计算信息:按模拟施工加荷计算方式风荷载计算信息:计算X,Y两个方向的风荷载地震力计算信息:计算X,Y两个方向的地震力特殊荷载计算信息:不计算结构类别:框架-剪力墙结构裙房层数:MANNEX=0转换层所在层号：MCHANGE=0墙元细分最大控制长度(m)DMAX=2.00墙元侧向节点信息:出口节点是否对全楼强制采用刚性楼板假定是采用的楼层刚度算法层间剪力比层间位移算法附录1.2风荷载信息..修正后的基本风压(kN/m2):WO=0.45地面粗糙程度:C类结构基本周期（秒）:T1=0.67体形变化分段数:MPART=1各段最高层号:NSTi=10各段体形系数:USi=1.30附录1.3地震信息振型组合方法(CQC耦联;SRSS非耦联)CQC计算振型数:NMODE=1590 某高层钢筋混凝土教学楼设计地震烈度:NAF=7.00场地类别:KD=2设计地震分组:一组特征周期TG=0.35多遇地震影响系数最大值Rmax1=0.08罕遇地震影响系数最大值Rmax2=0.50框架的抗震等级:NF=3剪力墙的抗震等级:NW=2活荷质量折减系数:RMC=0.50周期折减系数:TC=0.75结构的阻尼比(%):DAMP=5.00是否考虑偶然偏心:是是否考虑双向地震扭转效应:否斜交抗侧力构件方向的附加地震数=0附录1.4活荷载信息考虑活荷不利布置的层数不考虑柱、墙活荷载是否折减不折算传到基础的活荷载是否折减折算------------柱，墙，基础活荷载折减系数-------------计算截面以上的层数---------------折减系数11.002---30.854---50.706---80.659---200.60>200.55附录1.5调整信息中梁刚度增大系数：BK=1.00梁端弯矩调幅系数：BT=0.8590 某高层钢筋混凝土教学楼设计梁设计弯矩增大系数：BM=1.00连梁刚度折减系数：BLZ=0.55梁扭矩折减系数：TB=0.40全楼地震力放大系数：RSF=1.000.2Qo调整起始层号：KQ1=00.2Qo调整终止层号：KQ2=0顶塔楼内力放大起算层号：NTL=0顶塔楼内力放大：RTL=1.00九度结构及一级框架梁柱超配筋系数CPCOEF91=1.15是否按抗震规范5.2.5调整楼层地震力IAUTO525=1是否调整与框支柱相连的梁内力IREGU_KZZB=0剪力墙加强区起算层号LEV_JLQJQ=1强制指定的薄弱层个数NWEAK=0附录1.6配筋信息梁主筋强度(N/mm2):IB=360柱主筋强度(N/mm2):IC=360墙主筋强度(N/mm2):IW=360梁箍筋强度(N/mm2):JB=270柱箍筋强度(N/mm2):JC=270墙分布筋强度(N/mm2):JWH=210梁箍筋最大间距(mm):SB=100.00柱箍筋最大间距(mm):SC=100.00墙水平分布筋最大间距(mm):SWH=150.00墙竖向筋分布最小配筋率(%):RWV=0.30附录1.7设计信息结构重要性系数:RWO=1.00柱计算长度计算原则:有侧移梁柱重叠部分简化:不作为刚域是否考虑P-Delt效应：否90 某高层钢筋混凝土教学楼设计柱配筋计算原则:按单偏压计算钢构件截面净毛面积比:RN=0.85梁保护层厚度(mm):BCB=15.00柱保护层厚度(mm):ACA=20.00是否按砼规范(7.3.11-3)计算砼柱计算长度系数:是附录1.7荷载组合信息恒载分项系数:CDEAD=1.20活载分项系数:CLIVE=1.40风荷载分项系数:CWIND=1.40水平地震力分项系数:CEA_H=1.30竖向地震力分项系数:CEA_V=0.50特殊荷载分项系数:CSPY=0.00活荷载的组合系数:CD_L=0.70风荷载的组合系数:CD_W=0.60活荷载的重力荷载代表值系数:CEA_L=0.50附录1.8剪力墙底部加强区信息剪力墙底部加强区层数IWF=2剪力墙底部加强区高度(m)Z_STRENGTHEN=9.60**********************************************************各层的质量、质心坐标信息**********************************************************层号塔号质心X质心Y质心Z恒载质量活载质量(m)(m)(t)(t)101-38.37432.63138.4001463.9133.891-38.38132.60434.8001351.0139.981-38.38132.60431.2001351.0139.971-38.38132.60427.6001351.0139.961-38.38132.60424.0001351.0139.951-38.38132.60420.4001351.0139.941-38.38132.60416.8001351.0139.990 某高层钢筋混凝土教学楼设计31-38.38132.60413.2001351.0139.921-38.38132.6049.6001351.0139.911-38.35432.7186.0001663.9139.9活载产生的总质量(t):1392.897恒载产生的总质量(t):13935.648结构的总质量(t):15328.546恒载产生的总质量包括结构自重和外加恒载结构的总质量包括恒载产生的质量和活载产生的质量活载产生的总质量和结构的总质量是活载折减后的结果(1t=1000kg)附录1.9风荷载信息层号塔号风荷载X剪力X倾覆弯矩X风荷载Y剪力Y倾覆弯矩Y10158.9859.0212.3276.40276.4995.09155.37114.3624.0259.51535.92924.38151.79166.11222.1242.71778.65727.37148.18214.31993.6225.791004.49343.26144.50258.82925.4208.541213.013709.85140.68299.54003.6190.661403.618762.84136.66336.25213.8171.821575.424434.43133.89370.06546.0158.801734.230677.62132.27402.37994.3151.241885.537465.31150.91453.210713.7238.592124.150209.7附录1.10抗倾覆验算结果抗倾覆弯矩Mr倾覆弯矩Mov比值Mr/Mov零应力区(%)X风荷载6070103.511602.7523.160.00Y风荷载1295261.954375.923.820.00X地震6070103.5100072.160.660.00Y地震1295261.9181901.27.120.0090 某高层钢筋混凝土教学楼设计附录2周期、振型、地震力附录2.1考虑扭转耦联时的振动周期(秒)、X,Y方向的平动系数、扭转系数振型号周期转角平动系数(X+Y)扭转系数11.47960.151.00(1.00+0.00)0.0020.641390.101.00(0.00+1.00)0.0030.5466125.290.00(0.00+0.00)1.0040.35980.041.00(1.00+0.00)0.0050.1605179.951.00(1.00+0.00)0.0060.156989.901.00(0.00+1.00)0.0070.1367129.700.00(0.00+0.00)1.0080.0969179.971.00(1.00+0.00)0.0090.070989.861.00(0.00+1.00)0.00100.0675179.971.00(1.00+0.00)0.00110.0624126.520.00(0.00+0.00)1.00120.0510179.971.00(1.00+0.00)0.00130.043389.851.00(0.00+1.00)0.00140.0407179.971.00(1.00+0.00)0.00150.0383126.890.00(0.00+0.00)1.00地震作用最大的方向=0.020(度)附录2.2仅考虑X向地震作用时的地震力Floor:层号Tower:塔号F-x-x:X方向的耦联地震力在X方向的分量F-x-y:X方向的耦联地震力在Y方向的分量F-x-t:X方向的耦联地震力的扭矩振型1的地震力FloorTowerF-x-xF-x-yF-x-t90 某高层钢筋混凝土教学楼设计(kN)(kN)(kN-m)101643.001.82297.4791539.841.46263.1581475.961.23242.1671409.291.01217.3661340.640.80188.8551271.470.60157.2541203.820.42123.6231140.230.2789.452183.730.1456.711145.830.0735.03振型2的地震力FloorTowerF-x-xF-x-yF-x-t(kN)(kN)(kN-m)1010.00-4.003.69910.00-3.353.14810.01-2.952.78710.01-2.532.41610.01-2.112.02510.01-1.681.63410.01-1.271.23310.01-0.880.86210.01-0.530.53110.00-0.300.32振型3的地震力FloorTowerF-x-xF-x-yF-x-t(kN)(kN)(kN-m)1010.66-0.62-396.60910.42-0.51-336.40810.25-0.45-297.2690 某高层钢筋混凝土教学楼设计710.10-0.38-256.4061-0.02-0.32-214.2651-0.10-0.25-171.7241-0.15-0.19-129.9931-0.15-0.13-90.5721-0.12-0.08-55.3111-0.08-0.05-32.98振型4的地震力FloorTowerF-x-xF-x-yF-x-t(kN)(kN)(kN-m)101-788.360.70-1114.4791-403.090.88-748.8581-60.761.02-426.2671252.841.09-114.9261499.251.07150.0651647.230.96337.5241680.770.79428.3931603.580.58420.4221440.200.36329.8311283.290.21238.34振型5的地震力FloorTowerF-x-xF-x-yF-x-t(kN)(kN)(kN-m)101383.1410.3199.739146.145.29-87.7881-227.280.88-234.8171-361.92-3.18-259.4961-307.73-6.44-123.4251-96.64-8.50134.3941169.61-9.13410.4490 某高层钢筋混凝土教学楼设计31366.40-8.32583.8021405.12-6.33574.5111333.52-4.41482.46附录2.3Floor:层号Tower:塔号Fx:X向地震作用下结构的地震反应力Vx:X向地震作用下结构的楼层剪力Mx:X向地震作用下结构的弯矩StaticFx:静力法X向的地震力------------------------------------------------------------------------------------------FloorTowerFxVx(分塔剪重比)(整层剪重比)MxStaticFx(kN)(kN)(kN-m)(kN)1011097.341097.34(6.87%)(6.87%)3950.441500.3391683.741729.46(5.60%)(5.60%)10133.1776.2281570.772087.40(4.56%)(4.56%)17447.94695.9271617.572311.23(3.81%)(3.81%)25257.99615.6261688.752509.15(3.32%)(3.32%)33319.45535.3251739.302744.54(3.03%)(3.03%)41674.64455.0241758.433034.73(2.88%)(2.88%)50540.39374.7331734.323356.68(2.79%)(2.79%)60184.21294.4321644.583656.64(2.70%)(2.70%)70791.09214.1311547.893909.07(2.55%)(2.55%)90518.37161.92抗震规范(5.2.5)条要求的X向楼层最小剪重比=1.60%X方向的有效质量系数:99.92%附录2.4Floor:层号Tower:塔号Fy:Y向地震作用下结构的地震反应力90 某高层钢筋混凝土教学楼设计Vy:Y向地震作用下结构的楼层剪力My:Y向地震作用下结构的弯矩StaticFy:静力法Y向的地震力FloorTowerFyVy(分塔剪重比)(整层剪重比)MyStaticFy(kN)(kN)(kN-m)(kN)1011606.631606.63(10.06%)(10.06%)5783.862172.90911216.632801.31(9.07%)(9.07%)15846.971837.53811031.233745.03(8.18%)(8.18%)29226.601647.4471941.984509.05(7.43%)(7.43%)45199.491457.3561905.125149.83(6.81%)(6.81%)63255.311267.2651883.365704.51(6.30%)(6.30%)83040.571077.1741835.316187.08(5.87%)(5.87%)104298.20887.0831744.196588.39(5.47%)(5.47%)126800.42696.9921607.106888.35(5.09%)(5.09%)150297.95506.9111482.557105.51(4.64%)(4.64%)190953.11383.32抗震规范(5.2.5)条要求的Y向楼层最小剪重比=1.60%Y方向的有效质量系数:98.93%90 某高层钢筋混凝土教学楼设计附录3结构位移所有位移的单位为毫米Floor:层号Tower:塔号Jmax:最大位移对应的节点号JmaxD:最大层间位移对应的节点号Max-(Z):节点的最大竖向位移h:层高Max-(X)，Max-(Y):X,Y方向的节点最大位移Ave-(X)，Ave-(Y):X,Y方向的层平均位移Max-Dx，Max-Dy:X,Y方向的最大层间位移Ave-Dx，Ave-Dy:X,Y方向的平均层间位移Ratio-(X),Ratio-(Y):最大位移与层平均位移的比值Ratio-Dx,Ratio-Dy:最大层间位移与平均层间位移的比值Max-Dx/h，Max-Dy/h:X,Y方向的最大层间位移角X-Disp，Y-Disp，Z-Disp:节点X,Y,Z方向的位移附录3.1===工况1===X方向地震力作用下的楼层最大位移FloorTowerJmaxMax-(X)Ave-(X)Ratio-(X)hJmaxDMax-DxAve-DxRatio-DxMax-Dx/h101261522.5222.371.013600.26152.372.361.001/1521.91233820.2320.101.013600.23382.512.491.011/1437.81206117.8317.701.013600.20612.592.571.011/1392.71178415.3515.241.013600.17842.622.611.011/1372.61150712.8212.721.013600.90 某高层钢筋混凝土教学楼设计15072.612.591.011/1379.51123010.2810.201.013600.12302.542.521.011/1419.419537.807.731.013600.9532.392.371.011/1506.316765.445.391.013600.6762.152.131.011/1674.213993.303.271.013600.3991.781.771.011/2020.111221.521.511.016000.1221.521.511.011/3938.X方向最大值层间位移角:1/1372.附录3.2===工况2===X-5%偶然偏心地震力作用下的楼层最大位移FloorTowerJmaxMax-(X)Ave-(X)Ratio-(X)hJmaxDMax-DxAve-DxRatio-DxMax-Dx/h101261522.4722.361.003600.26152.362.361.001/1524.91233820.1920.091.013600.23382.502.491.001/1439.81206117.7917.691.013600.20612.582.571.001/1395.71178415.3115.231.013600.17842.622.611.001/1374.61150712.7912.711.013600.15072.612.591.001/1382.51123010.2610.201.013600.12302.532.521.011/1422.419537.787.731.013600.90 某高层钢筋混凝土教学楼设计9532.392.371.011/1509.316765.425.391.013600.6762.152.131.011/1678.213993.293.271.013600.3991.781.771.011/2025.111221.521.511.016000.1221.521.511.011/3949.X方向最大值层间位移角:1/1374.附录3.3===工况3===X+5%偶然偏心地震力作用下的楼层最大位移FloorTowerJmaxMax-(X)Ave-(X)Ratio-(X)hJmaxDMax-DxAve-DxRatio-DxMax-Dx/h101261522.5622.391.013600.26152.372.361.011/1518.91233820.2720.111.013600.23382.512.491.011/1434.81206117.8717.721.013600.20612.592.571.011/1389.71178415.3815.251.013600.17842.632.611.011/1369.61150712.8512.731.013600.15072.622.601.011/1376.51123010.3110.211.013600.12302.542.521.011/1416.419537.827.741.013600.9532.402.381.011/1502.316765.455.391.013600.6762.162.141.011/1670.213993.313.271.013600.90 某高层钢筋混凝土教学楼设计3991.791.771.011/2015.111221.531.511.016000.1221.531.511.011/3928.X方向最大值层间位移角:1/1369.附录3.4===工况4===Y方向地震力作用下的楼层最大位移FloorTowerJmaxMax-(Y)Ave-(Y)Ratio-(Y)hJmaxDMax-DyAve-DyRatio-DyMax-Dy/h10126159.348.941.043600.26150.970.931.041/3720.9123388.388.021.053600.23381.010.971.041/3559.8120617.387.061.053600.20611.051.001.041/3440.7117846.346.061.053600.17841.071.021.041/3370.6115075.295.051.053600.15071.071.021.041/3371.5112304.224.041.053600.12301.040.991.051/3465.419533.193.051.053600.9530.970.931.051/3693.316762.222.121.053600.6760.870.831.051/4146.213991.351.291.053600.3990.710.681.051/5073.111220.640.611.056000.1220.640.611.051/9314.90 某高层钢筋混凝土教学楼设计Y方向最大值层间位移角:1/3370.附录3.5===工况5===Y-5%偶然偏心地震力作用下的楼层最大位移FloorTowerJmaxMax-(Y)Ave-(Y)Ratio-(Y)hJmaxDMax-DyAve-DyRatio-DyMax-Dy/h101261510.988.961.233600.26151.130.931.221/3177.9123389.868.031.233600.23381.190.971.221/3037.8120618.687.071.233600.20611.231.001.221/2932.7117847.476.071.233600.17841.251.021.221/2870.6115076.235.061.233600.15071.251.021.231/2869.5112304.984.041.233600.12301.221.001.231/2946.419533.763.051.233600.9531.150.931.231/3137.316762.622.121.233600.6761.020.831.231/3518.213991.601.291.243600.3990.840.681.231/4299.111220.760.621.246000.1220.760.621.241/7875.Y方向最大值层间位移角:1/2869.90 某高层钢筋混凝土教学楼设计附录4框架柱地震倾覆弯矩百分比附录4.1框架柱地震倾覆弯矩百分比柱倾覆弯矩墙倾覆弯矩柱倾覆弯矩百分比10层X向地震:3248.44389.342.53%10层Y向地震:4827.62642.064.63%9层X向地震:5702.48908.139.03%9层Y向地震:8715.27809.752.74%8层X向地震:8429.114036.137.52%8层Y向地震:13048.117062.243.33%7层X向地震:11203.119027.037.06%7层Y向地震:17575.828844.237.86%6层X向地震:14001.825446.335.49%6层Y向地震:22238.742748.634.22%5层X向地震:16763.732765.033.85%5层Y向地震:26905.358669.831.44%4层X向地震:19433.241251.232.02%4层Y向地震:31415.176511.129.11%3层X向地震:21887.251101.329.99%3层Y向地震:35527.196210.126.97%2层X向地震:24208.462101.128.05%2层Y向地震:39216.8117414.125.04%1层X向地震:26482.083337.224.11%1层Y向地震:41196.4158123.020.67%附录4.2框架柱地震剪力百分比层号塔号柱剪力墙剪力柱剪力百分比11X378.93530.09.69%Y329.66778.34.64%90 某高层钢筋混凝土教学楼设计21X644.73027.017.56%Y1023.95875.014.84%31X681.62692.920.20%Y1141.35457.117.30%41X741.52308.124.31%Y1251.84942.320.21%51X767.21987.027.85%Y1295.44412.822.69%61X777.41742.430.85%Y1294.53859.925.11%71X770.51567.232.96%Y1256.93265.527.79%81X757.41391.335.25%Y1202.72576.131.83%91X681.61151.737.18%Y1079.01789.837.61%101X902.2637.858.58%Y1339.7613.268.60%附录4.30.2Q0调整系数0.2Qox=781.811.5Vxmax=1353.240.2Qoy=1421.101.5Vymax=2009.59FloorCoef_xCoef_yVcxVcy11.0001.000378.896329.63121.0001.000644.7291023.93431.0001.000681.5911141.28241.0001.000741.5011251.79051.0001.000767.1591295.44061.0001.000777.3741294.52071.0001.000770.5111256.93181.0001.000757.3521202.74091.0001.000681.5871078.952101.0001.000902.1631339.72590 某高层钢筋混凝土教学楼设计附录5标准层梁配筋图图5.11~9层梁配筋图图5.2梁设计配筋包络图图5.3混凝土结构配筋验算简图90 某高层钢筋混凝土教学楼设计附录6标准层楼板配筋图图7.11~9层板配筋图图6.21~9层板钢筋表90 某高层钢筋混凝土教学楼设计参考文献1郭仁俊．高层建筑框架－剪力墙结构设计［M］．北京：中国建筑工业出版社，2006．2高层建筑混凝土结构技术规程（JGJ3-2002）．北京：中国建筑工业出版社，2002．3建筑结构荷载规范（GB50009-2001）．北京：中国建筑工业出版社，2001．4混凝土结构设计规范（GB50010-2002）．北京：中国建筑工业出版社，2002．5建筑抗震设计规范（GB50011-2002）．北京：中国建筑工业出版社，2001．6建筑地基基础设计规范（GB50007-2002）．北京：中国建筑工业出版社，2002．7建筑桩基础技术规范（JGJ94-94）．北京：中国建筑工业出版社，1994．8建筑结构制图标准（GB/T50105-2001）．北京：中国建筑工业出版社，2001．9混凝土结构施工图平面整体表示方法制图规则和构造详图（03G101-1）．北京：中国建筑标准设计研究院，2001．10沈蒲生．混凝土结构设计［M］．北京：高等教育出版社，2003．11尚守平．结构抗震设计［M］．北京：高等教育出版社，2003．12霍达．高层建筑结构设计［M］．北京：高等教育出版社，2004．13杨弗康，李家宝．结构力学（上册）（第四版）［M］．北京：高等教育出版社，1998．14梁启智．框架－剪力墙结构设计［M］．广州：华南理工大学出版社，1992．90 某高层钢筋混凝土教学楼设计致谢经过半年的忙碌和工作，本次毕业设计已经接近尾声。在此期间，得到了导师胡晓斌老师的精心指导，胡老师治学严谨，学识渊博，为我营造了一种良好的学习氛围。授人以鱼不如授人以渔，置身其间，耳濡目染，潜移默化，使我接受了全新的专业学习观念，领会了基本的思考方式，掌握了通用的设计方法，对结构设计有了一个全面的认识。在这里请接受我最诚挚的谢意！同时也感谢每一位帮助过我的师长和同学。我的周围是一群风华正茂的有志青年。与之朝夕相处，不由然不为之动容，意气风发而高扬起青春的旗帜，生活的风帆。乘风破浪会有时，直挂云帆济沧海，他们永远是我高歌猛进的力量之源。谢谢你们，我亲爱的兄弟姐妹。最后感谢我的母校—武汉大学四年来对我的大力栽培，我一直以之为荣，同时我将在以后的学习和工作中，不忘老师和母校教诲，自强弘毅，求是拓新，为国家，为社会做出自己应有的贡献。90'