六层学生宿舍楼设计

PAGE./XX建筑大学2005届毕业设计XX理工大学毕业设计说明书毕业设计题目XX理工大学怡园宿舍楼学院专业班级建筑工程学院12级学生姓名性别男指导教师职称20XX9月6日摘要本工程为XX理工大学学生公寓楼,位于XX理工大学〔呈贡校区怡园。该公寓楼楼主体结构采用钢筋混凝土现浇框架结构,柱网尺寸为6.6m×3.9m,总长度为55.1m,总宽度为16.1m,总高度为20.07m,占地面积为887.11平方米左右,总建筑面积为5323平方米,共六层,各层层高均为3.3米。建筑立面规整,采用白色瓷砖装饰外墙,女儿墙实心砖砌筑,除正门为玻璃门外,其余均采用实木门,窗为塑钢窗。本设计主要包括建筑设计和结构设计两部分。建筑设计,包括平面定位图设计、平面设计、立面设计、剖面设计。结构设计,框架结构设计主要包括：结构选型,梁、柱、墙等构件尺寸的确定,重力荷载计算、横向水平作用下框架结构的内力和侧移计算、纵向地震作用计算、水平地震作用下横向框架内力分析、竖向荷载作用下横向框架的内力分析、内力组合、截面设计、基础设计。其中,基础设计又包括基础选型、基础平面布置、地基计算等。在设计中,认真贯彻了"适用、安全、经济、美观"的设计原则,进一步掌握了建筑与结构设计全过程、基本方法和步骤。关键词：框架结构;结构计算;钢筋混凝土；内力分析AbstractTheconstructionofabuildingwherethestudents,whichislocatedinthenewdevelopmentdistrictcalledKunmingcity.Themainbodystructureoftheteachingbuildingisreinforcedconcreteportalframestructure,thecolumnnetsizeis6.6m×3.9m,anditstotallengthis55.1m,totalwidthis16.1m,totalheightis20.7m,thecoveringareaisabout887.11squaremetersandtheconstructionareaisabout5323squaremeters.Therearefivefloorsandthefloorheightis3.3m..thedesigninformal.Usingwhiteceramicbrickstodecoratetheoutsidewall,usingsolidbrickstobuildthedaughterwall.Choosingglassdoorasthefrontdoorandtheotherschoosingsolidwooddoors.Thewindowsuseplastic--steelwindows.Thisdesignmainlyincludesthearchitecturaldesignandstructuraldesign.Thearchitecturaldesignincludestheplanefixedpositiondrawingdesign,theplanedrawingdesignandsigntofacethedesign,sectiondesign.Thestructuredesign,themissionoftheframestructuraldesignmainlyhave:thetypeselection,thesizeofbeams、pillars、wallsetc.,thegravityloadcalculation,thecalculationofinternalforceandlateralmovinginthefunctionofthehorizontalforce,lengthwaysearthquakefunctioncalculation,theinternalforceanalysisofthecrosswiseframeinthefunctionofthehorizontalearthquakes,theinternalforceanalysisofthecrosswiseframeinthefunctionoftheverticalloadandalsoincludesthedintcombine、sectiondesign、foundationdesign.Foundationdesignalsoconcludesfootinglayoutselection,footingplanedisposition,andfoundationcalculation.Hadseriouslycarriedoutthecodeofdesign:"fitting、safety、economical、beautifuloutlook"andthebasicmeasureandprocedureinthewholedesignofarchitectureandstructure.Keywords:Framestructure;structuralcalculation;reinforcedconcrete;Internalforceanalyzing目录第一章前言-1-第二章.建筑设计论述-1-2.1设计依据-1-2.2设计内容-1-第三章.结构设计论述-2-3.1气象条件-2-3.2工程地质条件-3-3.3材料情况-3-第四章.结构计算-4-4.1结构平面简图-4-4.2材料情况-5-4.3截面尺寸选取-5-4.4荷载汇集-6-4.5各层重力荷载代表值计算-8-第五章.水平地震作用下的框架内力分析-10-5．1梁线刚度-10-5.2柱的线刚度-11-5.3自振周期计算-12-5.4水平地震作用下的层间位移和顶点位移计算-14-剪力图-15-5.5水平地震作用下框架柱剪力和柱端弯矩-15-5.6水平地震作用下梁端弯矩按下式计算-17-5.7水平地震作用下的梁端剪力和柱轴力标准值-18-5.8水平地震作用下的框架内力图-19-第六章.水平风载作用下的框架内力分析-19-6．1水平风载作用下的层间剪力图-20-6.2水平风载作用下框架柱剪力和柱弯矩-21-6．3水平风载作用下梁端弯矩按下式计算-22-6．4水平风载作用下的梁端剪力和柱轴力标准值-23-6.5水平风载作用下的弯矩、剪力、轴力图-24-第七章.框架在竖向荷载作用下的内力分析-24-7．1框架计算简图-24-7．2竖向荷载计算-25-恒载-25-活荷载-27-7．3梁固端弯矩-27-7.4弯矩分配与传递-28-转动刚度S及相对转动刚度计算-28-分配系数计算-28-7.5恒载及活载作用下的弯矩分配-30-7.6活载及活载作用下的弯矩分配-31-7.7恒载作用下的弯矩图-32-7.8活载作用下的弯矩图-33-7.9.梁端剪力-34-恒载作用下梁端剪力-35-活载作用下梁端剪力-35-7.10柱轴力和剪力-36-恒载作用下的柱轴力剪力-37-7.10.2活载作用下的柱轴力剪力-38-第八章.内力组合-39-8.1内力组合公式-39-框架梁-39-框架柱-40-8.3框架控制截面的内力-41-水平地震荷载作用下框架的控制截面-45-风荷载作用下框架的控制截面-46-竖向恒载荷载作用下框架的控制截面-47-竖向活载荷载作用下框架的控制截面-48-8.4内力组合-48-第九章.框架结构配筋计算-65-9.1框架梁的设计-65-梁的正截面配筋计算-65-梁的斜截面配筋计算-70-9.2框架柱的设计-75-柱的正截面配筋计算-75-柱的斜截面配筋计算-79-第十章.现浇板配筋计算-82-10.1荷载计算-82-10.2配筋计算-82-第十一章.基础设计-84-弟十二章.楼梯设计-87-12.1梯段板-88-12.2平台梁设计-89-12.3平台板计算<按简支算>-90-第十三章施工组织设计-91-第十四章技术经济分析-105-第十五章结论-106-参考文献-107-致辞-107-附录一〔中文译文附录二〔外文资料原文.学生公寓楼设计第一章前言本次我的毕业设计的题目是学生公寓楼,结构形式为现浇钢筋混凝土框架结构。此次设计的目的旨在通过综合运用本科学习中所学到的专业知识,充分利用图书馆,网络等现有资源完成一个包括建筑方案和结构方案的确定,结构计算,建筑施工图和结构施工图的绘制以及经济技术分析,中英文摘要等内容的一个完整的设计任务,从而让我们通过设计了解建筑设计的一般过程,掌握建筑设计的全部内容,同时也可以培养我们综合运用基础理论和基本技能的能力,分析和解决实际问题的能力,还可以掌握多种绘图设计软件,以及word、excel等office软件的操作。更重要的是通过这次设计还可以让我们对大学所学的知识进行一次全面的融合,这是对我们本科学习来所学知识的一次具体的运用,对我以后的学习和工作帮助甚大。第二章.建筑设计论述2.1设计依据1.依据建筑工程专业2012届毕业设计任务书。2.《建筑结构荷载规范》3.《混凝土结构设计规范》4.《建筑抗震设计规范》5.《建筑地基基础设计规范》及有关授课教材、建筑设计资料集、建筑结构构造上资料集等相关资料。2.2设计内容1.设计内容、建筑面积、标高：设计题目为"学生公寓楼"。建筑面积：5322.66m2,共六层,层高均为3.3m。室内外高差0.45m,室外地面标高为-0.45m。〔4外墙370mm厚空心砖,隔墙240mm厚空心砖,楼梯间墙为240mm厚空心砖。结构形式：本工程为框架结构,基础为独立基础2.各部分工程构造：屋面<不上人屋面>防水层三毡四油铺小石子30mm水泥沙浆坐浆找平层煤渣混凝土找坡层2%〔最薄处15mm厚平均厚度81mm80mm厚苯板保温层100mm厚钢筋混凝土板20mm厚混合砂浆板下抹灰<2>楼面：水磨石地面10mm面层20mm水泥砂浆打底素水泥浆结合层一道100mm厚钢筋混凝土板20mm厚水泥沙浆坐浆找平层刮大白二遍3.建筑材料选用：墙：普通粘土空心砖窗:采用塑钢窗第三章.结构设计论述3.1气象条件雪荷载0.5KN/m2,基本风压：0.55KN/m2.3.2工程地质条件根据地质勘探结果,给定地质情况如下表:表3-2地质条件表序号岩土分类土层深度〔m地基土承载力fak<kpa>桩端阻力桩周摩擦力1杂填土0.0—0.8———2粉土0.8—1.8120—103中砂1.8—2.8200—254砾砂2.8—6.53002400305圆砾6.5—12.5500350060注：1地下稳定水位距地表-6m,表中给定土层深度由自然地坪算起。2建筑地点冰冻深度-1.2m。3建筑场地类别：Ⅱ类场地土。4地震设防基本烈度：7度第一组,基本地震加速度值为0.10g。3.3材料情况非承重空心砖MU5；砂浆等级为M5；混凝土：C30〔基础,拄、C25〔梁、板、楼梯纵向受力钢筋：HRB400级；箍筋：HPB235级钢筋结构体系：现浇钢筋混凝土框架结构。施工：梁、板、柱均现浇。第四章.结构计算4.1结构平面简图图4-1-1计算单元简图图4-1-2计算单元简图4.2材料情况非承重空心砖MU5；砂浆等级为M5；混凝土：C30〔基础,拄、C25〔梁、板、楼梯纵向受力钢筋：HRB400级；箍筋：HPB235级钢筋4.3截面尺寸选取框架柱：根据轴压比公式初步估定柱截面尺寸：Nc/fcbh≤0.9〔三级框架〔框架柱的负荷面积内每平米按15KN/m2初估N=1.2*3.9*4.5*15*6=1895.4KNA≥N/0.9fc=1895.4*1000/0.9*14.3=147272mm2选定柱截面尺寸：bc1×hc1=450mm×450mm〔底层bc2×hc2=400mm×400mm〔二-六层2框架梁：h=〔1/8--1/12Lb=〔1/2--1/3h横梁：L=6600mm,取h=600mmb=300mm过道梁：L=2400mm,取h=400mmb=250mm纵梁：L=3900mm,取h=500mmb=300mm连续板：h=l/40—1/45L〔短跨方向边跨：h=100mm中跨：h=100mm4.4荷载汇集：1屋面：恒载：防水层三毡四油铺小石子0.4KN/m230mm水泥砂浆坐浆找平层30×0.02=0.6KN/m2煤渣混凝土找坡层2%1.134KN/m280mm厚苯板保温层0.04KN/m2100mm厚混凝土屋面板25×0.10=2.5KN/m220mm厚石灰沙浆抹灰17×0.02=0.34KN/m2∑=4.98KN/m2〔2活载〔不上人屋面：0.70KN/m2雪载：0.50KN/m22楼面：〔1恒载：水磨石地面:10mm面层20mm水泥沙浆打底素水泥浆结合层一道0.65KN/m2100mm厚钢筋混凝土板：25×0.10=2.5KN/m220mm厚水泥砂浆坐浆找平层：20×0.02=0.4KN/m2刮大白二遍：0.05KN/m2∑=3.6KN/m2<2>活载：走廊：2.0KN/m2楼梯：2.5KN/m2宿舍：2.0KN/m23梁：考虑梁上抹灰,取梁自重26KN/m3〔1b1×h1=300mm×600mmq1=26×0.6×0.3=4.68KN/m〔2b2×h2=250mm×400mmq2=26×0.4×0.25=2.6KN/m〔3b3×h3=300mm×500mmq3=26×0.5×0.3=3.9KN/m4墙体：〔砌体,抹灰,外墙保温之和〔1外墙：300厚水泥空心砖10.3×0.3=3.09KN/m270厚苯板保温0.07×0.5=0.035KN/m2外墙面外抹灰20mm厚水泥沙浆0.4KN/m2外墙面内抹灰20mm厚石灰沙浆0.34KN/m2∑=3.87KN/m2〔2内墙：240厚水泥空心砖10.3×0.24=2.47KN/m220mm厚石灰沙浆0.02×17×2=0.68KN/m2∑=3.15KN/m25柱子：〔考虑柱子抹灰,取柱子自重27KN/m327×0.4×0.4=4.32KN/m227×0.45×0.45=5.47KN/m26门、窗：门：0.2KN/m2窗：0.5KN/m24.5各层重力荷载代表值计算六层〔上：女儿墙:[<54.6+15.6>×2×0.9×0.24×18=545.88KN屋面：55.1×16.1×4.98=4417.81KN横梁：〔6.6×30+2.4×15×0.3×0.6×26=1095.12KN纵梁：3.9×56×0.3×0.5×26=851.76KN柱子：〔3.3/2-0.1×0.4×0.4×60×27=401.76KN外墙:3.87×〔3.3/2-0.6×6.6×4+<3.3/2-0.5>×[<2.4-1.8×2+<3.9-2.1>×〔28-2>]×3.87+1.8×0.75×0.5×2+2.1×0.9×<28-2>×0.5=372.74KN内墙：〔3.3/2-0.5×[〔3.9-1×<28-2>]×3.15+<3.3/2-0.5-0.3>×1×26×3.15+6.6×<3.3/2-0.6>×26×3.15+0.3×1×26×0.2=908.90KN∑=8593.97KN六层〔下：柱子：60×3.3/2×0.4×0.4×27=427.68KN外墙：[3.3/2×6.6×4+3.3/2×<2.4-1.8>×2+3.6/2××26+3.3/2×<3.9-1.8>×2>]×3.87+2.1×0.9×0.5×26+0.75×1.8×0.5×4=529.17KN内墙：[1.65×6.6×26+1.65×<3.9-1×26]×3.15+1.65×1×0.2×26=1292.36KN∑=2249.21KN五层〔上:楼面：55.1×16.1×3.6+0.5×2.0×55.1×16.13=4080.71KN纵梁：1095.12KN横梁：851.76KN柱子：401.76KN外墙:372.74KN内墙:908.9KN∑=7710.99KN五层〔下:柱子：427.68KN外墙:529.17KN内墙:1292.36KN∑=2249.21KN二层~四层〔上同五层〔上∑=7710.99KN二层~四层〔下同五层〔下∑=2249.21KN一层〔上：楼面：4080.71KN纵梁：1095.12KN横梁：851.76KN柱子：60×〔3.3/2-0.1×0.45×0.45×27=508.48KN外墙:[〔3.3/2-0.6×6.6×4+〔3.9-2.1×〔3.3/2-0.5×24+〔3.9-1.8×〔3.3/2-0.5×2+〔7.8-3.6×〔3.3/2-0.5]×3.87+1×1.8×0.2×4+1.8×0.75×2×0.5+2.1×0.9×0.5×24=362.39KN内墙:[〔3.3/2-0.6×6.6×24+〔3.3/2-0.5×〔3.9-1×24+〔3.3/2-0.5-0.3×1×24]×3.15+0.3×1×24×0.2=928.67KN∑=7827.13KN一层〔下:柱子：60×4.5/2×0.45×0.45×27=738.11KN外墙：[〔4.5-1.65×〔3.9-2.1×24+〔4.5-1.65-0.8×1.8×24+〔4.5-1.8×6.6×4+2×〔4.5-1.65×〔2.4-1.8+0.9×〔4.5-1.65]×3.87+1.8×0.9×24×0.5+1.5×1.8×0.5×2=1138.76KN]×6.6×24+1.2×54.6×2+3.3/2×<3.9-1×24]×3.15=2196.56KN∑=4073.43KN结构重力荷载代表值:G6=8593.97KNG5=2249.21+7710.99=9960.2KNG2=G3=G4=2249.21+7710.99=9960.2KNG1=2249.21+7827.13=10076.34KN∑G=G6+G5+G4+G3+G2+G1=58511.11KN第五章.水平地震作用下的框架内力分析5．1梁线刚度在计算梁线刚度时,考虑楼板对梁刚度的有利影响,即板作为翼缘工作。在工程上,为简化计算,通常梁均先按矩形截面计算某惯性矩I0,然后乘以增大系数。中框架梁I=2.0I0边框架梁I=1.5I0梁采用C25混凝土,EC=2.8×107KN/m2Ic=1/12bh³柱采用C30混凝土,E=3×107KN/m2表5-1梁的线刚度b×hm2LI0=bh3/1210-3m4边框架梁中框架梁I=1.5I010-3m4Kb=EI/L104KN.mI=2.0I010-3m4Kb=EI/L104KN.m0.3×0.66.65.48.13.4410.84.580.25×0.42.41.322.332.635.2柱的线刚度柱子采用C30混凝土Ec=3.0×107kN/m²首层高度4.5m2-6层高度3.3m柱子截面采用：400m×400m<二-六层>450m×450m〔底层一般层：=D=首层：=D=Kc=2.0×104KN.m表5-2-12-6层柱的线刚度层数层高m柱号根数b×hm×mIc=bh3/12104KN.m12/h²1/m²DΣD楼层Di104KN/m2-63.3Z140.4×0.42.11.720.460.931.014.0476.84Z242.890.591.35.2Z3262.290.531.1730.42Z4263.790.651.4337.18Kc=2.3×104KN/m表5-2-21层柱的线刚度层数层高m柱号根数b×hm×mIc=bh3/12104KN.m12/h²1/m²DΣD楼层Di104KN/m14.65Z140.45×0.453.421.50.570.510.783.1254.35Z242.510.670.9133.65Z3261.990.620.8522.1Z4263.30.720.9825.48∑D1/∑D2=54.35/76.84=70.7%>70%满足要求5.3自振周期计算表5-3-1能量法计算层数楼层重力荷载代表值Gi〔KN楼层剪力Vi=∑Gi〔KN侧移刚度Di〔KN/m层间侧移δi=Vi/Di<m>楼层侧移Δi=∑δi<m>GiΔiGiΔi²68593.978593.977684000.01120.2932252073959960.218554.177684000.02410.282280979249960.228514.377684000.03710.2579256966239960.238474.577684000.05010.2208219948629960.248434.777684000.0630.17071700290110076.3458511.115435000.10770.10771085117∑58511.11128823086〔1.计算T1及α1T1=T1=2×0.60=0.59<s>场地为Ⅱ类,设计地震分组第一组,查得Tg=0.35s,因为T1>1.4Tg=0.49,所以δn=0.08×0.59+0.07=0.1172又根据抗震规范可知：š=0.05,η2=1.0,r=0.9而αmax=0.08〔多遇地震又因为：Tg<T1<5Tg,所以α1=〔Tg/T1eq\o<\s\up5<γ>,\s\do2<>>η2αmax=〔0.35/0.59eq\o<\s\up5<0>,\s\do2<>>eq\o<\s\up5<9>,\s\do2<>>×1.0×0.08=0.050〔2.平地震作用〔底部剪力法=0.85×58511=49734KNFEK=α1Geq==0.05×49734=2486.7KNΔFn=δnFEK=0.1172×2486.7=291.44KN又由于δn=0.1172所以Fi=FEK<1-δn>〔计算见下表表5-3-2水平地震作用下的剪力计算质点Hi<m>Gi<KN>FEK<KN>δnΔFn<KN>Fi<KN>Vi<KN>621.08593.9724870.1172291538829136517.79960.25251354297414.49960.24361790456311.19960.2329211961627.89960.2232235177514.510076.341352486936Vi>取0.016满足要求5.4水平地震作用下的层间位移和顶点位移计算表5-4水平地震作用下的层间位移和顶点位移计算层次Vi<KN>Hi<m>ΣDi104<KN/m>Δuei=Vi/Σdi10-4<M>Δuei×550/hi682921.076840010.80.0285135417.776840017.60.0554179014.476840023.30.0893211911.176840027.60.137223517.876840030.60.216124864.554350045.70.559﹤即Δuei×550/hi<1满足规范规定的弹性要求。5.4.1剪力图图5-4-1水平地震作用下的楼层剪力分布图5.5水平地震作用下框架柱剪力和柱端弯矩—反弯点到柱下端结点的距离,即反弯点高度—标准反弯点高度比。—上下横粱线刚度比对标准反弯点高度比的修正系数。—上层层高变化修正值。—下层层高变化修正值。根据框架总层数,该柱所在层数和梁柱线刚度比查表得。表5-5-1边柱〔中框反弯点计算层h<m>y0y1y2y3y63.32.30.410.0000.0000.0000.4153.32.30.450.0000.0000.0000.4543.32.30.450.0000.0000.0000.4533.32.30.500.0000.0000.0000.5023.32.30.500.0000.0000.0000.5014.52.00.550.0000.0000.0000.55表5-5-2边柱〔中框反弯点计算层h<m>y0y1y2y3y63.33.80.450.0000.0000.0000.4553.33.80.500.0000.0000.0000.5043.33.80.500.0000.0000.0000.5033.33.80.500.0000.0000.0000.5023.33.80.500.0000.0000.0000.5014.53.30.550.0000.0000.0000.55表5-5-3弯矩计算边柱层H<m>∑Di<KN/m>D<KN/m>D/∑DiVi<KN>Vik<KN>M下〔KNmM上<KNm>63.3768400117000.015282912.60.4117.0524.5353.3768400117000.0152135420.60.4530.5937.3943.3768400117000.0152179027.20.4540.3949.3733.3768400117000.0152211932.20.5053.1353.1323.3768400117000.0152235135.70.5058.9158.9114.554350085000.0156248638.80.5596.0378.57表5-5-4弯矩计算中柱层H<m>∑Di<KN/m>D<KN/m>D/∑DiVi<KN>Vik<KN>M下〔KNmM上<KNm>63.3768400143000.018682915.420.4522.927.9953.3768400143000.0186135425.180.5041.5541.5543.3768400143000.0186179033.290.5054.9354.9333.3768400143000.0186211939.410.5065.0365.0323.3768400143000.0186235143.730.5072.1572.1514.554350098000.0180248644.750.55110.7690.62注：柱上端矩：MC上=Vij<1-y>h；柱上端弯矩：MC下=Vijyh；5.6水平地震作用下梁端弯矩按下式计算µB1=KB1/<KB1+KB2>MB1=<MC上+MC下>×µB1µB2=KB2/<KB1+KB2>MB2=<MC上+MC下>×µB2表5-6水平地震作用下的梁端弯矩层次A轴B轴MC上MC下µB1M1MC上MC下µB1µB2MB左MB右624.5317.05124.5327.9922.90.60.416.811.2537.3930.59154.4441.5541.550.60.438.6725.78449.3740.39179.9654.9354.930.60.457.8938.59353.1353.13193.5265.0365.030.60.471.9847.98258.9158.911112.0472.1572.150.60.482.3154.87178.5796.031137.4890.62110.760.60.497.6665.115.7水平地震作用下的梁端剪力和柱轴力标准值表5-7水平地震作用下的梁端剪力和柱轴力标准值层次A-B轴跨梁端剪力B-C轴跨梁端剪力柱轴力L<m>L<m>边柱〔KN中柱<KN>66.624.5316.86.32.411.211.29.336.33.0356.654.4438.6714.12.425.7825.7821.4820.410.4146.679.9657.8920.92.438.5938.5932.1641.321.6736.693.5271.9825.12.447.9847.9839.9866.436.5526.6112.0482.3129.42.454.8754.8745.7395.852.8816.6137.4897.6635.62.465.1165.1154.26131.471.545.8水平地震作用下的框架内力图如下图5-4水平地震作用下的框架内力图第六章.水平风载作用下的框架内力分析6．1自然条件XX地区+基本风压0.55KN/m；风载体形变化系数：按C类地区查表：表6-1风压高度系数离地高度510152030μz0.740.740.740.841.0风震系数：由于房屋高度未超过30m,所以βz=1.06．2风荷载计算wk=βzμsμzwoFWki=wki×Ai表6-2水平风荷载作用下的剪力翼缘部分层βzμsμzW0WkFWk61.00.8+0.51.00.550.729.2750.840.67.7240.840.67.7230.740.536.8220.740.536.8210.740.537.756．3水平风载作用下的层间剪力图如下图6-3水平风荷作用下楼层剪力分布图6.4水平风载作用下框架柱剪力和柱弯矩表6-4-1风荷载作用下边柱的剪力和弯矩层次H<m>∑Di<KN/m>D<KN/m>D/∑DiVi<KN>Vik<KN>M下〔KNmM上<KNm>63.354886117000.2139.271.970.412.673.8653.354886117000.21316.993.620.455.386.5743.354886117000.21324.715.260.457.819.5533.354886117000.21331.536.720.5011.0911.0923.354886117000.21338.158.130.5013.4113,4114.53882185000.21945.910.050.5518.2414.92表6-4-2风荷载作用下中柱的剪力和弯矩层次H<m>∑Di<KN/m>D<KN/m>D/∑DiVi<KN>Vik<KN>M下〔KNmM上<KNm>63.354886143000.2619.272.420.453.594.3953.354886143000.26116.994.430.507.317.3143.354886143000.26124.716.450.5010.6410.6433.354886143000.26131.538.230.5013.5813.5823.354886143000.26138.159.960.5016.4316.4314.53882198000.25245.911.570.5521.0017.18注：〔1;〔2;〔36．5水平风载作用下梁端弯矩按下式计算µB1=KB1/<KB1+KB2>MB1=<MC上+MC下>×µB1µB2=KB2/<KB1+KB2>MB2=<MC上+MC下>×µB2表6-5风荷载作用下梁端弯矩层次A轴B轴MC上MC下µB1MA1MC上MC下µB1µB2MB1MB263.862.671.03.864.393.590.60.42.6341.75656.575.381.09.247.317.310.60.46.544.3649.557.811.014.9310.6410.640.60.410.777.18311.0911.091.018.913.5813.580.60.414.5329.688213,4113.411.024.516.4316.430.60.418.00612.004114.9218.241.028.3317.1821.000.60.420.16613.4446．6水平风载作用下的梁端剪力和柱轴力标准值式中,ME左,ME右——风荷载作用下梁的左端和右端弯矩VE——梁端剪力L——梁的计算长度表6-6风荷载作用下梁端剪力和轴力标准值层次A-B跨梁端剪力B-C跨梁端剪力柱轴力L<m>L<m>边柱〔KN中柱<KN>66.63.862.6340.982.41.7561.7561.460.980.4856.69.246.542.392.44.364.363.633.371.7246.614.9310.773.892.47.187.185.987.263.8136.618.914.5325.072.49.6889.6888.0712.336.8126.624.518.0066.442.412.00412.00410.0018.7710.3716.628.3320.1667.352.413.44413.44411.2026.1214.226.7水平风载作用下的弯矩、剪力、轴力图图6-2风荷载作用下框架内力图第七章.框架在竖向荷载作用下的内力分析弯矩二次分配法是一种近似计算方法,即将各节点的不平衡弯矩同时作分配和传递,并以两次分配为限。7．1框架计算简图屋面板均布荷载传递路线：图7-1竖向荷载传递路线分析图竖向荷载作用下梁的计算简图7．2竖向荷载计算7.2.1恒载〔1屋面梁上线荷载标准值：ⅰ梁自重：中跨梁〔250×400：0.25×0.4×26=2.6KN/m边跨梁〔300×600：0.3×0.6×26=4.68KN/ⅱ屋面板荷载：屋面板边跨为3.9m×6.6m,属于双向板。对所计算的框架梁传递梯形荷载。折算系数：边跨：α1=1.95/6.6=0.31-2×α2+α3=0.847中跨为2.4m×3.9m,属于双向板。对所计算的框架梁传递三角形荷载：折算系数：α1=0.625屋面梁上线荷载标准值为：边跨：g1=4.98×0.847×3.9+4.68=21.13KN/m中跨：g2=4.98×5/8×2.4+2.6=10.07KN/m〔2楼面梁上线荷载标准值：边跨：g3=4.68+3.6×0.847×3.9=16.57KN/m中跨:g4=2.6+3.6×5/8×2.4=8KN/m7.2.2活荷载〔1屋面：q1=0.5×0.847×3.9=1.65KN/mq2=0.5×5/8×2.4=0.75KN/m〔2楼面：边跨q3=2.0×0.847×3.9=6.6KN/m中跨q4=2.0×5/8×2.4=3KN/m7．3梁固端弯矩梁端弯矩以绕梁端顺时针为正,反之为负。荷载部位边跨中跨跨度m均布荷载KN/m固端弯矩KN.m跨度m均布荷载KN/m固端弯矩KN.m左右左右恒载66.621.13-76.7-76.72.410.07-4.834.832-56.616.57-60.15-60.152.48-3.843.8416.616.57-60.15-60.152.48-3.843.84活载66.61.65-6-62.40.75-0.360.362-56.66.6-24-242.43-1.441.4416.66.6-24-242.43-1.441.447.4弯矩分配与传递方法：采用分层发计算。计算所得的梁端弯矩为最终弯矩。由于柱子属于上下两个计算单元,所以柱端弯矩要进行叠加。此时节点弯矩可能不平衡,但是误差一般不大,如果需要,可以将节点不平衡弯矩再进行一次分配,但不再进行传递。7.4.1转动刚度S及相对转动刚度计算表7-4-1转动刚度及相对转动刚度构件名称转动刚度S〔KNm相对转动刚度框架梁边跨2.29中跨1.5框架柱2—6层1.001层1.157.4.2分配系数计算表7-4-2各杆件分配系数节点层次边节点62.29+1.000=3.29—0.696—0.30452.29+1+1=4.29—0.5340.2330.23342.29+1+1=4.29—0.5340.2330.23332.29+1+1=4.29—0.5340.2330.23322.29+1+1=4.29—0.5340.2330.23312.29+1+1.15=4.44—0.5160.2250.259中间节点62.29+1.5+1=4.790.4780.313—0.20952.29+1.5+1+1=5.790.3950.2590.1730.17342.29+1.5+1+1=5.790.3950.2590.1730.17332.29+1.5+1+1=5.790.3950.2590.1730.17322.29+1.5+1+1=5.790.3950.2590.1730.17312.29+1.5+1+1.15=5.940.3850.2530.1680.1947.5恒载及活载作用下的弯矩分配图7-5恒载作用下的弯矩分配图7.6活载及活载作用下的弯矩分配图7-6活载作用下的弯矩分配图7.7恒载作用下的弯矩图图7-7恒载作用下的弯矩图7.8活载作用下的弯矩图图7-8活载作用下的弯矩图表7-8-1竖向恒荷载下梁弯矩塑性调幅〔调幅系数0.8楼层A-B跨B-C跨左端中间右端-左端=右端中间MMMMMMMMMM6-33.42-26.7469.0475.9458.6146.89-34.1627.33-26.91-29.65-43.18-34.5442.3746.6152.5242.02-19.3715.5-13.61-14.974-40.7-32.5644.1348.5451.4841.18-20.0616.05-14.3-15.733-40.7-32.5644.1348.5451.4841.18-20.0616.05-14.3-15.732-40.57-32.4644.2348.6551.4241.14-20.0816.06-14.32-15.751-37.97-30.3846.2950.9249.8939.91-20.7816.62-15.02-16.52注:1、弯矩符号顺时针为正,2.M’为调幅后的弯距。表7-8-2竖向活荷载下梁的塑性调幅楼层AB跨BC跨左端中间右端-左端=右端中间MM’MM’MvM’MM’MM’6-4.18-3.344.234.655.324.26-2.16-1.73-1.62-1.785-15.23-12.1818.3420.1719.9715.98-8.29-6.63-6.13-6.744-16.24-12.9917.5719.3320.5116.41-7.95-6.36-5.79-6.373-16.24-12.9917.5719.3320.5116.41-7.95-6.36-5.79-6.372-16.2-12.9617.619.3620.4916.39-7.96-6.37-5.8-6.381-15.16-12.1318.4220.2619.8815.74-8.23-6.58-6.07-6.68注:1、弯矩符号顺时针为正。3、表格中M为前图中弯矩经过再次分配所得。7.9.梁端剪力均布荷载下:=M右-M左V’=V—q×b/2b=400mm/b=450mm7.9.1恒载作用下梁端剪力表7-9-1恒载作用下梁端剪力部位层次q<KN/m>L<m><KN>∑M/L<KN><KN><KN><KN><KN>边跨621.136.669.733.8265.9173.5561.6869.32516.576.654.681.4253.2656.149.9552.79416.576.654.681.6353.0556.3149.7453.00316.576.654.681.6353.0556.3149.7453.00216.576.654.681.6453.0456.3249.7353.01116.576.654.681.8152.8756.4949.1452.76中跨610.072.412.08012.0812.0810.0710.0758.002.49.6009.609.608.008.0048.002.49.6009.609.608.008.0038.002.49.6009.609.608.008.0028.002.49.6009.609.608.008.0018.002.49.6009.609.607.407.407.9.2活载作用下梁端剪力表7-9-2活载作用下梁端剪力部位层次Q<KN/m>L<m><KN>∑M/L<KN><KN><KN><KN><KN>边跨61.656.65.450.175.285.624.955.2956.66.621.780.7221.0622.519.7421.1846.66.621.780.6521.1322.4319.8121.1136.66.621.780.6521.1322.4319.8121.1126.66.621.780.6521.1322.4319.8121.1116.66.621.780.7221.0622.519.7421.18中跨中跨60.752.40.900.90.90.750.75532.43.603.63.633432.43.603.63.633332.43.603.63.633232.43.603.63.633132.43.603.63.62.932.937.10柱轴力和剪力①纵向荷载汇集：边柱：=0.9×0.24×18×3.9+0.5×0.3×26×3.9+4.98×1.95×0.625×1.95+0.6×0.3×3.3×26+4.98×<3.3××1.95>×0.847=95.91KN=0.9×3.9×3.87+0.5×0.3×26×3.9+0.6×0.3×3.3×26+3.3×<3.3-0.6>×3.15+1.4×<3.3-0.9-0.5>×3.87+3.6×1.95×0.625×1.95+3.6×<3.3××1.95>×0.847=118.27KN中柱：=26×0.5×0.3×3.9+26×0.6×0.3×3.3+26×0.4×0.25×1.2+<1.95×1.95+3.9×1.2>×0.625×4.98+<3.9××1.95>×0.847×4.98=98.47KN=26×0.5×0.3×3.9+26×0.6×0.3×3.3+26×0.4×0.25×1.2+3.3×3.15×<3.3-0.6>+<3.9-0.4>×<3.3-0.5>3.15+<1.95×1.95+3.9×1.2>×0.625×3.6+<3.9××1.95>×0.847×3.6=139.46KN②柱子自重：=0.4×0.4×3.3×27=14.26KN=0.45×0.45×27×4.5=24.6KN7.10.1恒载作用下的柱轴力剪力表7-10-1恒载作用下边柱产生的轴力和剪力层截面横梁剪力〔KN纵向荷载〔KN柱重〔KN〔KN边柱轴力〔KN边柱剪力〔KN61—165.9195.9114.26161.82161.8217.372—2176.08176.0853—353.26118.2714.26171.53347.61124—4185.79361.8745—553.05118.2714.26171.32533.1912.336—6185.58547.4537—753.05118.2714.26171.32718.7712.358—8185.58733.0329—1953.04118.2714.26171.31904.3412.5910—10185.57918.6111—1152.87118.2724.6171.141089.745.5212—12195.741114.34表7-10-2恒载作用下中柱产生的轴力和剪力层截面横梁剪力〔KN横梁剪力〔KN纵向荷载〔KN柱重〔KN〔KN中柱轴力〔KN中柱剪力〔KN61—173.5512.0898.4714.26184.1184.112.832—2198.36198.3653—356.19.6139.4614.26205.16403.529.384—4219.42417.7845—556.319.6139.4614.26205.37623.159.526—6219.63637.4137—756.319.6139.4614.26205.37842.789.538—8219.63857.0429—956.329.6139.4614.26205.381062.429.6110—10219.641076.68111—156.499.6139.4624.6205.551282.234.3312—12230.151306.83说明：①假定外纵墙受力荷载完全由纵梁承受。②为本层荷载产生的轴力。7.10.2活载作用下的柱轴力剪力表7-10-2活载作用下柱产生的轴力和剪力层截面〔KN纵向荷载〔KN边柱轴力<KN>边柱剪力<KN><KN><KN>纵向荷载<KN>中柱轴力〔KN中柱剪力<KN>61—15.285.0310.313.295.620.99.415.922.522—2表7-10-2〔续层截面〔KN纵向荷载〔KN边柱轴力<KN>边柱剪力<KN><KN><KN>纵向荷载<KN>中柱轴力〔KN中柱剪力<KN>53—321.0620.1151.485.0522.53.625.9667.983.884—445—521.1320.1192.724.9222.433.625.96119.973.816—637—721.1320.11133.964.9322.433.625.96171.963.818—829—921.1320.11175.25.0322.433.625.96223.953.8510—10111—1121.0620.11216.373.0122.53.625.96276.011.7312—12第八章.内力组合8.1内力组合公式8.1.1框架梁1.梁端负弯矩组合公式:不考虑地震作用1.2恒+1.4×0.7活+1.4风1.2恒+1.4活+1.4×0.6风1.35恒+1.4×0.7活考虑地震作用1.3水平地震+1.2重力荷载2、梁端正弯矩组合公式:不考虑地震作用1.4风-1.0恒考虑地震作用1.3水平地震-1.0重力荷载3、梁跨中正弯矩组合公式:不考虑地震作用1.2恒+1.4×0.7活+1.4风1.2恒+1.4活+1.4×0.6风1.35恒+1.4×0.7活考虑地震作用1.3水平地震+1.2重力荷载4、梁端剪力组合公式:不考虑地震作用1.2恒+1.4×0.7活+1.4风1.2恒+1.4活+1.4×0.6风1.35恒+1.4×0.7活考虑地震作用1.3水平地震+1.2重力荷载8.2.2框架柱最大弯矩对应的轴力和剪力：不考虑地震作用1.2恒+1.4×0.7活+1.4风1.2恒+1.4活+1.4×0.6风1.35恒+1.4×0.7活考虑地震作用1.3水平地震+1.2重力荷载2、最大轴力对应的弯矩：不考虑地震作用1.2恒+1.4×0.7活+1.4风1.2恒+1.4活+1.4×0.6风1.35恒+1.4×0.7活考虑地震作用1.3水平地震+1.2重力荷载3、最小轴力对应的弯矩：不考虑地震作用1.4风-1.0恒考虑地震作用1.3水平地震-1.0重力荷载8.3框架控制截面的内力①梁端负弯矩的塑性调幅〔前面已经完成弯矩调幅即将框架梁支座处的负弯矩乘以一个小于己于1的系数,称为调幅系数。框架梁端负弯矩调幅实际是在竖向荷载作用下考虑框架梁的塑性内力重分布《混凝土高规》对调幅系数作了规定,并规定竖向荷载作用下的弯矩应先调幅,再与其他荷载效应进行组合。现浇框架支座负弯矩调幅系数为0.8～0.9；此处取0.8。支座负弯矩降低后,跨中弯矩应加大,应按静力平衡条件计算调幅后梁的跨中弯矩值。这样,在支座出现塑性铰后,不会导致跨中截面承载力不足。梁跨中弯矩应满足下列要求：〔8-1〔8-2式中、、——分别为调幅后梁两端负弯矩及跨中正弯矩；——按简支梁计算的跨中弯矩。②将梁端柱轴线处的弯矩调整为控制截面处的弯矩无论采取何种内力分析方法,所得到的框架梁端弯矩均为柱轴线处弯矩,截面配筋计算时,应采用构件端部截面〔柱边缘截面的弯矩,而不是柱轴线处的弯矩,因而,在内力组合前应将梁端柱轴线处的弯矩调整为梁控制截面处的弯矩。梁控制截面处〔柱边缘截面的弯矩可按下式求得:〔8-3式中——柱轴线处的弯矩；——梁控制截面处的弯矩；——按简支梁计算的支座处剪力；——支座〔柱宽度。表8-3-1水平地震作用下AB跨梁控制截面内力水平地震作用下AB跨梁控制截面内力层数654321V6.314.1020.925.1029.435.6b0.40.40.40.40.40.45左端M24.5354.4479.9693.52112.04137.48M'23.2751.6275.7888.50106.16129.47右端M16.838.6757.8971.9882.3197.66M'15.5435.8553.7166.9676.4389.65跨中M3.8657.88511.03510.7714.86519.91表8-3-2水平地震作用下BC跨梁控制截面内力水平地震作用下BC跨梁控制截面内力层数654321V9.3321.4832.1639.9845.7354.26b0.40.40.40.40.40.45左端M11.225.7838.5947.9854.8765.11M'9.3321.4832.1639.9845.7252.90右端M11.225.7838.5947.9854.8765.11M'9.33421.48432.15839.98445.72452.9015跨中M000000表8-3-3风作用下AB跨梁控制截面内力风作用下AB跨梁控制截面内力层数654321V0.982.393.895.076.447.35b0.40.40.40.40.40.45左端M3.869.2414.9318.9024.5028.33M'3.668.7614.1517.8923.2126.68右端M2.636.5410.7714.5318.0120.17M'2.436.069.9913.5216.7218.52跨中M0.621.352.082.193.254.08表8-3-4风作用下BC跨梁控制截面内力风作用下BC跨梁控制截面内力层数654321V1.463.635.988.071011.2b0.40.40.40.40.40.45左端M1.764.367.189.6912.0013.44M'1.473.635.988.0810.0010.92右端M1.764.367.189.6912.0013.44M'1.473.635.988.0810.0010.92跨中M0.000.000.000.000.000.00表8-3-5竖向荷载下AB跨梁左端控制截面处的内力竖向荷载下AB跨梁左端控制截面处的内力层数654321b0.40.40.40.40.40.45恒载M-26.74-34.54-32.56-32.56-32.46-30.38V'61.6849.9549.7449.7449.7349.14M'-14.4-24.55-22.61-22.61-22.51-19.32活载M-3.34-12.18-12.99-12.99-12.96-12.13V