建筑结构毕业设计-某中学学生宿舍楼

'----毕业论文7度某中学学生宿舍楼3DesignofaDormitoryBuildingofaMiddleSchoolat7-degree系（院）名称：西安建筑系专业班级：05级土木工程学生姓名：@指导教师姓名：@指导教师职称：高级工程师2009年5月- ----目录第一章设计资料……………………………………………………………………………81.1工程概况………………………………………………………………………………81.2建筑设计资料…………………………………………………………………………81.3结构设计资料…………………………………………………………………………81.3.1气象条件……………………………………………………………………………81.3.2工程地质条件………………………………………………………………………81.3.3其他条件……………………………………………………………………………91.3.4荷载…………………………………………………………………………………91.3.5材料…………………………………………………………………………………9第二章结构选型………………………………………………………………………………92.1柱网布置………………………………………………………………………………92.2框架结构承重方案的选择……………………………………………………………102.3框架结构的计算简图……………………………………………………………………102.4梁、柱截面尺寸的初步确定……………………………………………………………112.4.1梁截面初选……………………………………………………………………………112.4.2柱截面初选……………………………………………………………………………12第三章荷载及侧移刚度计算…………………………………………………………123.1恒荷载标准值计算……………………………………………………………………123.1.1屋面永久荷载标准值………………………………………………………………123.1.2一～四层楼面………………………………………………………………………133.1.3梁自重………………………………………………………………………………133.1.4柱自重………………………………………………………………………………133.2作用在横梁竖向线荷载标准值………………………………………………………143.2.1屋面横梁竖向线荷载标准值………………………………………………………143.2.2楼面横梁竖向线荷载标准值………………………………………………………14- ----3.3作用在横梁活荷载线荷载标准值……………………………………………163.3.1屋面横梁活荷载线荷载标准值…………………………………………………163.3.2面横梁竖向线荷载标准值………………………………………………………163.4作用在框架节点集中荷载标准值…………………………………………………173.4.1作用在屋面框架节点集中荷载标准值…………………………………………173.4.2作用在楼面框架节点集中荷载标准值…………………………………………183.5风荷载………………………………………………………………………………193.6地震作用……………………………………………………………………………193.6.1建筑物总重力荷载代表值的计算……………………………………………193.6.2地震作用计算……………………………………………………………………213.7水平地震作用下的位移验算………………………………………………………23第四章框架内力计算……………………………………………………………………244.1水平地震作用下框架内力计算……………………………………………………244.1.1求各柱的的剪力值………………………………………………………………254.1.2计算各柱的反弯点高度…………………………………………………………264.1.3求柱端、梁端弯矩………………………………………………………………274.1.4求梁的跨中弯矩…………………………………………………………………284.1.5求梁端剪力和柱轴力……………………………………………………………294.2风荷载作用下框架内力计算………………………………………………………314.2.1求各柱的的剪力值………………………………………………………………324.2.2求柱端、梁端弯矩………………………………………………………………334.2.3求梁的跨中弯矩…………………………………………………………………344.2.4求梁端剪力和柱轴力……………………………………………………………354.3恒载作用下框架的内力计算………………………………………………………374.3.1弯矩分配系数……………………………………………………………………384.3.2杆件固端弯矩……………………………………………………………………384.3.3内力计算…………………………………………………………………………394.4活载作用下框架的内力计算………………………………………………………43- ----4.4.1弯矩分配系数……………………………………………………………………434.4.2杆件固端弯矩……………………………………………………………………434.4.3内力计算…………………………………………………………………………454.50.5（雪+活）载作用下框架的内力计算…………………………………………494.5.1荷载计算…………………………………………………………………………494.5.2弯矩分配系数……………………………………………………………………504.5.3杆件固端弯矩……………………………………………………………………504.5.4内力计算…………………………………………………………………………51第五章框架内力组合及弯矩调幅……………………………………………………555.1弯矩调幅……………………………………………………………………………555.2内力组合……………………………………………………………………………56第六章框架梁、柱截面设计…………………………………………………………636.1框架横梁截面设计…………………………………………………………………636.1.1梁的正截面承载力计算…………………………………………………………646.1.2梁的斜截面承载力计算…………………………………………………………666.2框架柱截面设计…………………………………………………………………706.2.1正截面受弯计算…………………………………………………………………706.2.2斜截面受弯计算…………………………………………………………………74第七章楼梯结构设计计算……………………………………………………………767.1楼梯设计资料………………………………………………………………………767.2楼梯板计算…………………………………………………………………………767.2.1荷载计算…………………………………………………………………………767.2.2内力计算…………………………………………………………………………777.2.3配筋计算…………………………………………………………………………777.3休息平台板计算……………………………………………………………………787.3.1荷载计算…………………………………………………………………………787.3.2内力计算…………………………………………………………………………787.3.3配筋计算…………………………………………………………………………78- ----7.4梯段梁计算…………………………………………………………………………787.4.1荷载计算…………………………………………………………………………797.4.2内力计算…………………………………………………………………………797.4.3配筋计算…………………………………………………………………………79第八章楼面板的配筋…………………………………………………………………798.1设计资料……………………………………………………………………………798.2板的计算……………………………………………………………………………808.2.1荷载计算…………………………………………………………………………808.2.2计算跨度…………………………………………………………………………818.2.3弯矩计算…………………………………………………………………………818.2.4截面设计…………………………………………………………………………83第九章基础设计………………………………………………………………………859.1荷载计算……………………………………………………………………………859.2确定基础底面面积…………………………………………………………………869.3抗震验算……………………………………………………………………………899.4地基变形验算………………………………………………………………………909.5基础设计值…………………………………………………………………………919.5.1荷载设计值………………………………………………………………………91结论…………………………………………………………………………………………94致谢…………………………………………………………………………………………95参考文献…………………………………………………………………………………96- ----7度某中学学生宿舍楼3专业班级：05级土木工程二班学生姓名：丁浩指导教师：@职称：高级工程师摘要本工程为五层某中学学生宿舍楼，建筑面积3283.2m2，占地面积820.8m2，总高16.9m，采用框架结构，柱下独立基础，设计基准期50年，结构安全等级为二级，抗震设防烈度为7度。建筑设计本着“功能适用，经济合理，造型美观，环境相宜”的原则，以国家相应规范、标准为依据，完成了设计任务书所要求的建筑平面设计，并在此基础上进行了立面、剖面、建筑详图设计，共画出建筑图6张。结构设计本着“安全，适用，耐久”的原则，进行了竖向荷载汇集，水平荷载汇集，内力计算，内力组合，结构抗震验算，板、梁、柱、楼梯、基础等结构构件的设计。共画出结构图6张。关键词：结构布置荷载计算内力计算地震作用内力组合截面设计板的设计基础设计楼梯设计DesignofaDormitoryBuildingofaMiddleSchoolat7-degreeAbstractThisengineeringisfourlayershotelroomfloor,withaconstructionarea- ----of3283.2m2,coversanareaof820.8m2,fourlayers,thetotalhightis16.9m,.Adoptsframestructure,undercolumnindependentfoundation.Thedesignreferenceperiodis50years,forthesecondarystructuresecuritylevelandtheseismicfortificationintensityof7.Architecturedesigninlinewiththeprincipleof"function,economy,environment,reasonableandbeautifulmodelling."Correspondingwiththenationalrelevantspecificationandstandard,Igotcompletedthedesigndescriptionsofarchitecturalgraphicrequirements.Detailarchitecturehasdesignbasisedonthedesignoffacade,section.And6architecturalfigureshadbeendraw.Structuredesignbasedonthetenetof"safety,durability,andtheprincipleofapply",structurecomponentdesignintendedtheverticalload,loadcalculation,andinternalstructurecombination,checking,board,beamsandcolumns,stairs,6structurefigureshadbeendraw.KeywordsStructurallayoutLoadcalculationForcecalculationEarthquakeactionInternalcombinationSectiondesignFloorofthedesignFoundationdesignStairdesign- ----引言此设计是对框架结构的一整套设计，通过对某中学学生宿舍楼的详细设计，使我了解到框架结构设计的完整过程，并对建筑设计有初步的认识与了解。设计从最初的结构选型与布置开始，选择合理的布置，利用已知的建筑条件进行合理的结构选型与布置，后根据布置选取合适的计算单元，进行荷载计算。利用荷载计算的结果，对框架进行弯矩分配、剪力轴力计算，后荷载组合选择控制截面并求出最不利组合进行弯矩调幅。有了这些组合结果后开始框架梁、柱截面设计，并进行配筋以及截面验算。楼梯结构计算，选取合适计算单元，进行梯段板、休息平台设计与计算，然后现浇楼面板设计与计算，确定合适内力组合并进行楼板区格的设计与配筋计算。最后根据上部传递下来的荷载，持力层强度初步确定基础底面尺寸设计，然后进行地基变形验算，满足条件后就开始基础结构设计。第一章设计资料1.1工程概况：该工程为某中学学生宿舍楼，拟建框架结构，位于某市，抗震设防烈度7度，地震分组为第一组，基本地震加速度a=0.1g，基地尺寸13m×39m。1.2建筑设计资料：建筑面积：2400m2左右；建筑层数：不超过六层；层高：3.3m；每间宿舍面积不超过18m2，每层设一活动室，面积不小于35m2。- ----1.3结构设计资料1.3.1气象条件雪荷载：基本雪压为50年一遇S0=0.40kN/m2（水平投影）；风荷载：基本风压为50年一遇W0=0.45kN/m2；1.3.2工程地质条件钻孔深12米，未发现地下水。不考虑地下水影响。第一层：素填土，厚0.6m.(fak=80KN/m2).00000000000000000第二层：粉质黏土，厚2.5m.(fak=180KN/m2)第三层：粉土，厚5.5m.(fak=180KN/m2)1.3.3其他条件：建筑地点冰冻深度，室外天然地面以下200mm；建筑场地类别为Ⅱ类场地土；建筑耐久等级、防火等级均为Ⅱ级。1.3.4荷载：恒荷载：楼面装修荷载1KN/m2,屋面恒荷载2.5KN/m2,活荷载除楼梯间3.5KN/m2,外其余均为2KN/m2。200厚填充墙容重7KN/m3。1.3.5材料：填充墙采用200厚加气混凝土块；砂浆均采用M7.5混合砂浆；混凝土：均采用C30；钢筋：HPB235,HRB335。第二章结构选型根据建筑的使用功能要求，工程采用混凝土框架结构，楼板、屋盖、楼梯均采用钢筋混凝土现浇。外墙采用粉煤灰空心砌块，内墙采用加气混凝土砌块。2.1柱网布置- ----图2.1标准层柱网布置图标准层柱网布置图2.1所示：2.2框架结构承重方案的选择竖向荷载的传力途径：楼板的均布活载和恒载经次梁间接或直接传至主梁，再由主梁传至框架柱，最后传至地基。- ----根据以上楼盖的平面布置及竖向荷载的传力途径，本宿舍楼框架的承重方案为横向框架承重。2.3框架结构的计算简图框架结构的计算单元如图所示，取⑥轴上的一榀框架计算。假定框架柱嵌固于基础顶面，框架梁与柱刚接。由于各层柱的截面尺寸不变，故框架梁等于柱截面形心轴线之间的距离。按工程地质资料提供的数据，初步判定本工程基础采用独立柱下基础，挖去所有杂填土，基础至于第二层粉质粘土层上，基底标高为设计相对标高-1.3m。底层柱子的高度为h=3.3+1.3-0.5=4.1m（初步假定基础的高度为0.5m）。二—五层柱的高度均为3.3m。柱节点为刚接。其计算简图见图2.2- ----图2.2框架计算简图2.4梁、柱截面尺寸的初步确定2.4.1梁截面初选（⑤轴）框架梁最大跨度：L=5200mm1)横向框架梁- ----AB、CD跨：h=(1/8~1/12)L=650mm~430mm,取h=600mm;b=(1/2~1/3)h=300mm~200mm,取b=250mm;2)纵向框架梁框架梁h=(1/8~1/12)L=240mm~360mm,取h=450mmb=(1/2~1/3)h=150mm~225mm,取b=200mm;2.4.2柱截面初选有经验公式式中—考虑地震荷载组合时柱的轴力设计值，可进行初步估算=C·N;C—弯矩对对框架轴力的影响，中柱扩大系数取1.1，边柱取1.2；——轴压比N=（12～14）KN/㎡·S,S为该柱承担的楼面荷载面积，近似按1/2柱距划分。根据设计资料查规范得本工程为三级抗震，但因是中学宿舍楼，抗震计算提高一个等级，按二级抗震计算。故取0.8。考虑到其它因素对柱的影响，故取柱的截面尺寸为400×400。第三章荷载及侧移刚度计算3.1恒荷载标准值计算3.1.1屋面永久荷载标准值屋面做法恒载：2.5KN/㎡结构层100厚钢筋混凝土板25×0.1=2.5KN/m2- ----顶结构辅助层：2.5KN/m2合计5KN/m23.1.2一～四层楼面：水磨石地面1KN/m结构层100厚现浇钢筋混凝土板25×0.1=2.5KN/m2合计3.5KN/m23.1.3梁自重AB、CD梁自重（b×h=250mm×600mm）25×0.25×0.6=3.75KN/m梁侧抹灰：0.02×2×（0.6－0.1）×17=0.34KN/m合计4.1KN/m中跨梁自重（b×h=200×500）25×0.2×0.5=2.5KN/m梁侧抹灰：0.02×2×(0.5－0.1)×7=0.28KN/m合计2.78KN/m3.1.4柱自重底层柱自重（b×h=400×400）25×0.40×0.40×4.1=16.4KN抹灰层：10厚混合砂浆17×0.01×0.4×4×4.1=1.12KN合计17.52KN其它层柱自重（b×h=400×400m㎡）25×0.40×0.40×3.3=13.2KN抹灰层：10厚混合砂浆17×0.01×0.4×4×3.3=0.90KN- ----合计14.10KN3.2作用在横梁竖向线荷载标准值3.2.1屋面横梁竖向线荷载标准值1）边跨粱自重4.10KN/m板传来的荷载合计22.10KN/m2）中跨粱自重2.78KN/m板传来的荷载5.0×2.4=12KN/m合计14.78KN/m3.2.2楼面横梁竖向线荷载标准值1）边跨粱自重4.10KN/m板传来的荷载3.6×3.5=12.6KN/m填充墙自重0.2×（3.3-0.6）×7=3.78KN/m合计20.48KN/m2）中跨粱自重2.78KN/m板传来的荷载3.5×2.4=8.4KN/m- ----填充墙自重0.2×（3.3-0.5）×7=3.92KN/m合计15.1KN/m- ----图3.1作用在横梁竖向线荷载标准值- ----3.3作用在横梁活荷载线荷载标准值3.3.1屋面横梁活荷载线荷载标准值1.1）边跨板传来的活荷载2×3.6=7.2KN/m2）中跨板传来的活荷载2×2.4=1.05KN/m3.3.2楼面横梁竖向线荷载标准值1）边跨板传来的活荷载2×3.6=7.2KN/m2）中跨板传来的活荷载2×2.4=4.8KN/m图3.2作用在横梁活荷载线荷载标准值- ----3.4作用在框架节点集中荷载标准值3.4.1作用在屋面框架节点集中荷载标准值1）边柱恒载边跨连系梁自重0.2×0.45×3.6×25=8.1KN边跨连系梁粉刷0.02×（0.45-0.1）×2×3.6×17=0.86KN0.9m女儿墙重0.2×0.9×18×3.6=11.67KN女儿墙粉刷0.9×0.02×17×3.6×2=2.2KN连系梁传来屋面自重0.5×3.6×5.0×0.5×3.6=16.20KN合计39.03KN活载0.5×3.6×0.5×3.6×2=6.48KN2)中柱中柱连系梁自重0.2×0.45×25×3.6=8.1KN中柱连系梁粉刷（0.45-0.1）×2×0.02×3.6×17=0.86KN连系梁传来屋面自重[0.5×3.6×3.6×0.5+(3.6+3.6-2.4)×1.2×0.5]×5=30.6KN次梁传来荷载（1.98×5.1/2）/7.0×3.5+（1.98×2.4/2）/7.0×3.5=3.713KN合计57.21KN活载0.5×3.6×0.5×3.6×2+3.6×2=13.68KN3.4.2作用在楼面框架节点集中荷载标准值（此处未考虑填充墙重量）1）边跨边柱连系梁自重8.1KN- ----边柱连系梁粉刷0.86KN连系梁传来楼板自重0.5×3.6×3.6×0.5×3.5=11.34KN合计20.30KN柱自重20.63KN活载3.6×0.5×3.6×0.5×2.0=6.48KN2)中跨中柱连系梁自重8.1KN中柱连系梁粉刷0.86KN连系梁传来楼面自重[0.5×3.6×3.6×0.5+（3.6+3.6-2.4）×0.5×1.2]×3.5=21.42KN合计30.38KN柱自重20.63KN活载9.36KN3.5风荷载已知基本风压=0.45KN/㎡，本工程为市郊中学，地面粗糙度属B类，按荷载规范计算。风载体型系数，迎风面为0.8，背风面为-0.5，因结构高度H=17.85m<30m（从室外地面算起），取风振系数=1.0，计算过程如下表：表3.1风荷载计算层Z(m)A51.01.317.11.190.4510.267.1441.01.313.81.110.4511.887.71- ----31.01.310.51.020.4511.887.0921.01.37.21.00.4511.886.9511.01.33.90.780.4512.965.913.6地震作用已知抗震设防烈度为7度，地震分组为第一组，基本地震加速度=0.1g。3.6.1建筑物总重力荷载代表值的计算1）集中于屋盖处的质点重力荷载代表值50%雪载：0.5×0.40×12.8×36=92.16KN屋面恒载：5.0×36×12.8=2304KN横框架梁(4.1×5.2×2+2.78×2.4)×11=542.432KN纵梁(8.1+0.86)×10×4=358.4KN女儿墙0.9×0.2×18×2×（36+0.2+12.8-0.2）=316.224KN横墙（忽略门窗，按墙自重计算）0.2×12.8×1.05×7×2+0.2×10.4×1.05×7×9=175.224KN纵墙0.2×36×1.2×7×2+0.2×3.6×1.2×7×2=241.92KN柱重290.4KN合计=4320.76KN2）集中于三～五处的质点重力荷载代表值～50%楼面荷载0.5×2.0×36×12.8=460.8KN楼面恒载36×3.5×12.8=1612.8KN横梁542.432KN- ----纵梁358.4KN横墙0.2×12.8×2.7×7×2+0.2×10.4×2.7×7×8.5=430.92KN纵墙517.10KN柱重580.8KN合计～=4503.252KN1）集中于二层处的质点重力荷载代表值50%楼面荷载460.8KN楼面恒载1612.8KN横梁542.432KN纵梁358.4KN横墙0.2×12.8×3.5×14+0.2×10.4×3.5×7×8.5=558.6KN纵墙0.2×3.6×2×7×3.5+0.2×57.6×3.5×7=635.04KN柱重0.4×0.4×25×44×3.5=616KN合计=4784.072KN3.6.2地震作用计算1）框架柱的抗侧移刚度在计算梁、柱线刚度，应考虑楼盖对框架梁的影响。在现浇楼盖中，中框架梁的的抗弯惯性矩取I=2；边框架梁取I=1.5；为框架梁按矩形截面计算的截面惯性矩。横梁、柱的线刚度见表3.2，每层框架柱总的抗侧移刚度见表3.3- ----表3.2横梁、柱的线刚度杆件截面尺寸IL(mm)KN·mm相对线刚度BmmHmm边跨梁2506003.0×4.5×6.75×52003.894×1中跨梁2005003.0×2.08×4.17×24005.213×1.3392～5层柱4004003.0×2.13×2.13×33001.936×0.497底层柱4004003.0×2.13×2.13×41001.559×0.400每层框架柱总的抗侧移刚度见表3.3表3.3框架柱横向侧移刚度D值项目一般层底层一般层底层D=（KN/mm）根数层柱类型截面二至五层边框架边柱（400×400）2.010.5010.674边框架中柱（400×400）4.700.7014.934中框架边柱（400×400）2.010.5010.6718中框架中柱（400×400）4.700.7014.9318底层边框架边柱（400×400）2.500.6711.514边框架中柱（400×400）5.840.8113.924中框架边柱（400×400）2.500.6711.5118中框架中柱（400×400）5.840.8113.9218注：—梁的线刚度—柱的线刚度底层：=（11.51+13.92）×4+18×（11.51+13.92）=559.46KN/mm二～五层：=22×（10.67+14.93）=563.2KN/mm- ----2)框架自振周期的计算表3.4框架顶点假象水平位移计算表层/KN（KN）(KN/m)层间相对位移总位移（mm/054320.764320.76536.28.06123.0544503.258824.01536.216.46114.9934503.2513327.26536.224.8698.5324503.2517830.52536.233.2573.6714784.0722614.59559.540.4240.42则自振周期为：其中为考虑结构非承重砖墙影响的折减系数，对于框架取0.6；为框架顶点假象水平位移，计算见表3.4。3）水平地震作用计算本工程结构不超过40m，质量和刚度沿高度分布比较均匀，变形以剪切变形为主，故可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：由于该工程所在地抗震设防烈度为7度，场地类别为Ⅱ类，设计地震分组为一组，则=0.35s由于<<5故式中——为衰减系数。在<<5区间时取0.9；——阻尼调整系数，除有专门规定外，建筑结构的阻尼比应取0.05，相应的取1.0。- ----=0.08×0.85×22614.588=537.79KN因<1.4=1.4×0.35=0.49s，故不需要考虑框架顶部附加集中力作用，查表得：所以水平地震作用及楼层地层剪力见表3.5表3.5水平地震作用及楼层地层剪力层楼层剪力（KN）517.34320.7674749.15481.12481.12414.04503.2563045.53405.79886.91310.74503.2548184.80310.141197.0527.44503.2533324.07214.491411.5414.14784.0719614.70126.251537.79注：=238918.253.7水平地震作用下的位移验算水平地震作用下框架结构的层间位移与各层的弹性位移角按下式计算==计算过程见表3.6表3.6水平地震作用下框架结构的层间位移与各层的弹性位移角层h(m)(KN)==53.3481.12536.200.901/366743.3886.91536.201.651/200033.31197.05536.202.231/148023.31411.54536.202.631/125514.11537.79559.462.751/1200- ----由表3.6可知，最大层间弹性位移角发生在底层，其值为1/1200<1/550，满足最大位移要求。第四章框架内力计算4.1水平地震作用下框架内力计算水平地震作用下框架内力计算按D值法计算，其各梁柱的相对线刚度及计算简图如图。图4.1水平地震作用计算简图- ----4.1.1求各柱的的剪力值表4.1层边柱中柱5==0.0253V=0.0253×441.68=11.18KN==0.0372V=0.0372×441.68=16.43KN4==0.0253V=0.0253×821.90=20.79KN==0.0372V=0.0372×821.90=30.58KN3==0.0253V=0.0253×1117.37=28.27KN==0.0372V=0.0372×1117.37=41.57KN2==0.0253V=0.0253×1328=33.60KN==0.0372V=0.0372×1328=49.40KN1==0.0284V=0.0284×1474.16=41.87KN==0.0341V=0.0341×1474.16=50.27KN4.1.2计算各柱的反弯点高度表4.2层边柱中柱5K=0.84=0.33=1/1=1.0=0=1.0=0y=0.33K=1.54=0.38=1/1=1.0=0=1.0=0y=0.384K=0.84=0.40=1/1=1.0=0K=1.54=0.43=1/1=1.0=0- ----=1.0=0=1.0=0y=0.40=1.0=0=1.0=0y=0.433K=0.84=0.45=1/1=1.0=0=1.0=0=1.0=0y=0.45K=1.54=0.48=1/1=1.0=0=1.0=0=1.0=0y=0.482K=0.84=0.50=1/1=1.0=0=1.0=0=4.9/3.3=1.48=0y=0.50K=1.54=0.50=1/1=1.0=0=1.0=0=4.9/3.3=1.48=0y=0.501K=1.25=0.58=3.3/4.9=0.67=0y=0.67K=2.29=0.55=3.3/4.9=0.67=0y=0.554.1.3求柱端、梁端弯矩由下面公式求出柱上、下两端弯矩和梁左右两端弯矩上柱：下柱：其计算结果见表4.3、表4.4，弯矩图见图4.2表4.3边柱柱端、梁端弯矩计算- ----层V(KN)y(KN·m)(KN·m)(KN·m)511.180.3326.0912.1826.09420.790.4041.1627.4453.34328.270.4551.3141.9878.75233.600.5055.4455.4497.42141.870.6767.70137.46123.14表4.4中柱柱端、梁端弯矩计算层V(KN)y(KN·m)(KN·m)(KN·m)(KN·m)516.430.3833.6220.6015.3318.29430.580.4357.5243.3935.6242.50341.570.4871.3365.8552.3162.41249.400.5081.5181.5167.2080.16150.270.55110.85135.4887.72104.644.1.4求梁的跨中弯矩（计算结果见表4.5）因CD跨梁两端弯矩绝对值相等，故跨中弯矩为0。表4.5梁的跨中弯矩跨BC跨层54321(KN/m)26.0953.3478.7597.42123.14(KN/m)-18.29-42.50-62.40-80.16-104.64M=（+）/2(KN/m)3.95.428.188.639.25- ----图4.2水平地震作用下框架弯矩图4.1.5求梁端剪力和柱轴力（1）梁端剪力可按下式计算==式中、——分别表示梁左、右端剪力、——分别表示梁左、右端弯矩——梁的跨度其计算结果见表4.6（1）节点左右梁端剪力之和即为柱的层间轴力，第层第k根柱的轴力即为其上各层节点左右两端剪力代数和。可按下式计算：- ----=（-）——第层第k根柱的轴力；、——分别为第层第k根柱两侧梁端传来剪力计算结果见表4.7表4.6梁端剪力跨层（m）(KN/m)(KN/m)=(KN)BC跨55.1026.0918.298.7045.1053.3442.5018.7935.1078.7562.4127.6825.1094.1280.1634.1715.10123.14104.6444.66CD跨52.4015.3315.3312.7842.4035.6235.6229.6832.4052.3152.3143.5922.4067.2067.2056.0012.4087.7287.7273.1表4.7柱轴力柱类别层(KN)(KN)=（-）(KN)边柱58.708.70418.7927.49327.6855.17234.1789.34144.66134.00中柱58.7012.784.08- ----418.7929.6814.97327.6843.5930.88234.1756.0052.71144.6673.1081.15图4.3水平地震作用下梁端剪力、柱剪力、轴力图4.2风荷载作用下框架内力计算风荷载作用下框架内力计算按D值法计算，其各梁柱的相对线刚度及计算简图如图4.4所示。- ----图4.4风荷载作用计算简图4.2.1求各柱的的剪力值表4.8层边柱中柱5==0.203V=0.203×7.72=1.57KN==0.297V=0.297×7.72=2.29KN4==0.203V=0.203×19.15=3.89KN==0.297V=0.297×19.15=5.69KN3==0.203V=0.203×29.55=6.00KN==0.297V=0.297×29.55=8.77KN- ----2==0.203V=0.203×39.69=8.06KN==0.297V=0.297×39.69=11.79KN1==0.227V=0.227×50.9=11.55KN==0.273V=0.273×50.9=13.90KN各柱的反弯点高度与水平地震作用下的各柱的反弯点高度取值一样，见表4.24.2.2求柱端、梁端弯矩由下面公式求出柱上、下两端弯矩和梁左右两端弯矩上柱：下柱：其计算结果见表4.9、表4.10，弯矩图见图4.5表4.9边柱柱端、梁端弯矩计算层V(KN)y(KN·m)(KN·m)(KN·m)51.570.333.471.723.4743.890.407.705.159.4236.000.4510.898.9116.0428.060.5013.3013.3022.21111.550.6712.5837.9225.88表4.10中柱柱端、梁端弯矩计算层V(KN)y(KN·m)(KN·m)(KN·m)(KN·m)- ----52.290.384.692.872.142.5545.690.4310.708.076.197.3838.770.4815.0513.8910.5412.58211.790.5019.4519.4515.2018.14113.900.5530.6537.4622.8527.254.2.3求梁的跨中弯矩（计算结果见表4.11）因CD跨梁两端弯矩绝对值相等，故跨中弯矩为0。表4.11梁的跨中弯矩跨BC跨层54321(KN/m)3.479.4216.0422.2125.88(KN/m)-2.55-7.38-12.58-18.14-27.25M=（+）/2(KN/m)0.462.041.732.04-0.69- ----图4.5风荷载作用下框架弯矩图4.2.4求梁端剪力和柱轴力（1）梁端剪力可按下式计算==式中、——分别表示梁左、右端剪力、——分别表示梁左、右端弯矩——梁的跨度其计算结果见表4.12（2）节点左右梁端剪力之和即为柱的层间轴力，第层第k根柱的轴力即为其上各层节点左右两端剪力代数和。可按下式计算：- ----=（-）——第层第k根柱的轴力；、——分别为第层第k根柱两侧梁端传来剪力计算结果见表4.13表4.12梁端剪力跨层（m）(KN/m)(KN/m)=(KN)BC跨55.103.742.551.2345.109.427.383.2935.1016.0412.585.6125.1022.2118.147.9115.1025.8827.2510.42CD跨52.402.142.141.7842.406.196.195.1632.4010.5410.548.7822.4015.2015.2012.6712.4022.8522.8519.04表4.13柱轴力柱类别层(KN)(KN)=（-）(KN)边柱51.231.2343.294.5235.6110.1327.9118.04110.4228.46中柱51.231.780.55- ----43.295.162.4235.618.785.5927.9112.6710.35110.4219.0418.97图4.6风荷载作用下梁端剪力、柱剪力、轴力图4.3恒载作用下框架的内力计算采用弯矩二次分配法计算恒载作用下弯矩，由于该框架为对称结构，可取框架的一半进行简化计算，这时中跨梁的相对线刚度乘以修正系数2。计算简图见图4.7- ----图4.7恒载作用下计算简图4.3.1弯矩分配系数根据公式即杆件AB在节点A的分配系数等于杆AB的转动刚度与交与A点的各杆的转动刚度之和的比值。其计算结果见表4.144.3.2杆件固端弯矩梁的固端弯矩与内力计算方法见图4.81）顶层=-=-=-9.24-32.77=-42.01KN·m=-=-3.6-1.33=-4.93KN·m=1/2=-2.47KN·m2)其它层=-=-=-22.628-9.24=-31.868KN·m=-=-3.854KN·m- ----=1/2=-1.93KN·m图4.8梁内力计算简图4.3.3内力计算1）弯矩计算采用二次分配法，计算过程见表4.14表4.14恒载作用下弯矩分配上柱下柱右梁　左梁上柱下柱右梁　0.3320.668　0.462　0.2290.309　　-42.039　42.039　　-4.93　13.9628.08　-17.14　-8.50-11.47　3.97-8.57　14.04　-2.62　　1.533.07　-5.27　-2.61-3.52　19.46-19.46　33.67　-13.73-19.92　　　　　　　　- ----上柱下柱右梁　左梁上柱下柱右梁0.2490.2490.502　0.3760.1870.1870.25　　-31.868　31.868　　-3.8547.947.9416.0　-10.53-5.24-5.24-7.06.983.97-2.62　8.0-4.25-2.62　-2.07-2.07-4.81　-0.42-0.21-0.21-0.2812.589.84-22.67　28.92-9.7-8.07-11.13　　　　　　　　上柱下柱右梁　左梁上柱下柱右梁0.2490.2490.502　0.3760.1870.1870.25　　-31.868　31.868　　-3.8547.947.9416.0　-10.53-5.24-5.24-7.03.973.97-2.62　8.0-2.62-2.62　-1.32-1.32-2.67　-1.04-0.52-0.52-0.6910.5910.59-21.16　28.30-8.38-8.38-11.54　　　　　　　　上柱下柱右梁　左梁上柱下柱右梁0.2490.2490.502　0.3760.1870.1870.25　　-31.868　31.868　　-3.8547.947.9416.0　-10.53-5.24-5.24-7.03.974.18-2.62　8.0-2.62-2.71　-1.38-1.38-2.78　-1.0-0.5-0.5-0.6710.5310.74-21.27　28.338-8.368.45-11.52　　　　　　　　上柱下柱右梁　左梁上柱下柱右梁0.2620.2110.527　0.390.1930.1560.261　　-31.868　31.868　　-3.8548.356.7216.79　-10.93-5.14-4.37-7.313.97　-2.71　8.4-2.62　　-0.33-0.27-0.66　-2.25-1.12-0.90-1.5111.996.45-18.45　27.09-9.15-5.27-12.671）跨中弯矩按公式M=-计算；计算结果见表4.15表4.15跨中弯矩计算层　q（KN/m)l(m)　M左(KN.m)M右(KN.m)梁的跨中弯矩　AB跨BC跨AB跨BC跨AB跨BC跨AB跨BC跨AB跨BC跨五18125.202.40-19.46-19.9233.6719.9253.735-8.64四12.68.45.202.40-22.67-11.1328.9211.1339.463-6.05三12.68.45.202.40-21.16-11.5428.3011.5439.018-6.05二12.68.45.202.40-21.27-11.5228.3411.5239.053-6.05- ----一12.68.45.202.40-18.45-12.6727.0912.6738.268-6.053）梁端剪力计算见表4.16表4.16梁端剪力计算层q（KN/m)l(m)　M左(KN.m)　M右(KN.m)　总剪力KN　AB跨BC跨AB跨BC跨AB跨BC跨AB跨BC跨AB跨BC跨AB跨BC跨　　　　　　　　　VAVB右VB左VC左五18125.202.40-19.46-19.9233.6719.9244.0711.57-46.89-10.54四12.68.45.202.40-22.67-11.1328.9211.1331.5610.43-44.93-9.18三12.68.45.202.40-21.16-11.5428.3011.5431.3910.43-45.02-9.18二12.68.45.202.40-21.27-11.5228.3411.5231.4010.43-45.00-9.18一12.68.45.202.40-18.45-12.6727.0912.6731.1010.43-45.24-9.184）柱剪力按公式计算，计算结果见表4.17表4.17柱剪力　层号边柱中柱　h剪力Mc上Mc下Mc上Mc下边柱中柱519.4612.5813.739.703.309.717.1049.8410.598.078.383.306.194.98310.5910.538.388.363.306.405.07210.7411.998.459.153.306.895.3316.453.235.276.344.102.362.835）表4.18柱的轴力计算层　　边柱中柱横梁端部压力纵梁端部压力柱重柱轴力横梁端部压力纵梁端部压力柱重柱轴力5　柱顶41.26　44.83　13.20　86.0953.46　39.96　13.20　93.42柱底99.29106.624　柱顶32.08　39.71　13.20　171.0842.12　36.18　13.20　184.93柱底184.28198.133　柱顶32.08　39.71　13.20　256.0742.12　36.18　13.20　276.43柱底269.27289.632柱顶32.0839.7113.20341.0642.1236.1813.20367.93- ----　　　　　　　柱底354.26381.131　柱顶32.08　39.71　16.40　426.0542.12　36.18　16.40　459.44柱底442.45475.84- ----图4.9恒荷载作用下弯矩图- ----图4.10恒荷载作用下梁端剪力、柱剪力、轴力图4.4活载作用下框架的内力计算采用弯矩二次分配法计算恒载作用下弯矩，由于该框架为对称结构，可取框架的一半进行简化计算，这时中跨梁的相对线刚度乘以修正系数2。计算简图见图4.114.4.1弯矩分配系数根据公式即杆件AB在节点A的分配系数等于杆AB的转动刚度与交与A点的各杆的转动刚度之和的比值。其计算结果见表4.194.4.2杆件固端弯矩- ----梁的固端弯矩与内力计算方法见图4.81）顶层=-=-=-1/12×3.168×=-7.14KN·m=-=-1/3×3.75×=-1.8KN·m=1/2=-0.90KN·m2)其它层=-=-=-1/12×2.54×=-5.720KN·m=-=-1/3×3.00×=-1.44KN·m=1/2=-0.72KN·m- ----图4.11活载作用下计算简图- ----图4.12梁内力计算简图4.4.3内力计算1）弯矩计算采用二次分配法，计算过程见表4.19表4.19活载作用下弯矩分配上柱下柱右梁　左梁上柱下柱右梁　0.3320.668　0.462　0.2290.309　　-7.14　7.14　　-1.80　2.104.23　-1.76　-0.87-1.78　0.63-0.88　2.12　-0.29　　0.08-0.167　-0.85　-0.42-0.57　2.81-3.62　6.650.00-1.58-4.15上柱下柱右梁　左梁上柱下柱右梁0.2490.2490.502　0.3760.1870.1870.250　　-5.72　5.72　　-1.441.261.262.55　-1.15-0.57-0.57-1.7641.100.63-0.29　1.28-0.44-0.29　-0.36-0.36-0.72　-0.21-0.1-0.1-0.142.001.53-4.18　5.64-1.11-0.96-2.34　　　　　　　　- ----上柱下柱右梁　左梁上柱下柱右梁0.2490.2490.502　0.3760.1870.1870.25　　-5.72　5.72　　-1.441.261.262.55　-1.15-0.57-0.57-0.7640.630.63-0.29　1.28-0.29-0.29　-0.24-0.24-0.49　-0.26-0.13-0.13-0.181.651.65-3.95　5.59-0.99-0.99-2.384　　　　　　　　上柱下柱右梁　左梁上柱下柱右梁0.2490.2490.502　0.3760.1870.1870.25　　-5.72　5.72　　-1.441.261.262.55　-1.15-0.57-0.57-0.7640.630.67-0.29　1.28-0.29-0.29　-0.25-0.25-0.51　-0.26-0.13-0.13-0.181.641.68-3.97　5.59-0.99-0.99-2.384　　　　　　　　上柱下柱右梁　左梁上柱下柱右梁0.2620.2110.527　0.390.1930.1560.261　　-5.72　5.72　　-1.441.331.072.67　-1.19-0.59-0.48-0.800.63　-0.3　1.34-0.29　　-0.09-0.07-0.17　-0.41-0.20-0.16-0.271.871.00-3.52　5.46-1.08-0.64-2.511）跨中弯矩按公式M=-计算；计算结果见表4.20表4.20跨中弯矩计算层号　q（KN/m)l(m)　M左(KN.m)　M右(KN.m)梁的跨中弯矩　AB跨BC跨AB跨BC跨AB跨BC跨AB跨BC跨AB跨BC跨第五层7.22.45.202.40-3.71-0.994.090.992.540.09第四层7.22.45.202.40-10.65-2.5511.452.557.38-0.39第三层7.22.45.202.40-10.95-2.4611.672.467.12-0.30第二层7.22.45.202.40-11.02-2.4411.722.447.06-0.28第一层7.22.45.202.40-9.97-2.8211.072.827.91-0.663）梁端剪力计算见表4.21表4.21梁端剪力计算号　q（KN/m)l(m)　M左(KN.m)　M右(KN.m)总剪力KN- ----　　AB跨BC跨AB跨BC跨AB跨BC跨AB跨BC跨AB跨BC跨AB跨BC跨　　　　　　　　VAVB右VB左VC左五1.981.505.102.40-3.71-0.994.090.994.971.80-5.12-1.80四5.673.005.102.40-10.65-2.5511.452.5514.303.60-14.62-3.60三5.673.005.102.40-10.95-2.4611.672.4614.323.60-14.60-3.60二5.673.005.102.40-11.02-2.4411.722.4414.323.60-14.60-3.60一5.673.005.102.40-9.97-2.8211.072.8214.243.60-14.67-3.604）柱剪力按公式计算，计算结果见表4.22表4.22柱剪力　层号边柱中柱　剪力Mc上Mc下Mc上Mc下h边柱中柱53.614.833.104.033.302.562.1645.835.474.874.603.303.422.8735.475.394.604.543.303.292.7725.626.734.745.613.303.743.1413.141.572.641.324.900.960.815）表4.23柱的轴力计算　　边柱　　中柱　　横梁端部压力纵梁端部压力柱轴力横梁端部压力纵梁端部压力柱轴力5　　柱顶5.05　4.02　9.076.85　7.59　14.44柱底9.0714.444　　柱顶14.46　11.48　35.0118.06　21.69　54.19柱底35.0154.193　　柱顶14.46　11.48　60.9518.06　21.69　93.94柱底60.9593.942　　柱顶14.46　11.48　86.8918.06　21.69　133.69柱底86.89133.691　　柱顶14.46　11.48　112.8318.06　21.69　173.44柱底112.83173.44- ----图4.13活荷载作用下弯矩图- ----图4.14活荷载作用下剪力、轴力图（KN）4.50.5（雪+活）载作用下框架的内力计算采用弯矩二次分配法计算恒载作用下弯矩，由于该框架为对称结构，可取框架的一半进行简化计算，这时中跨梁的相对线刚度乘以修正系数2。计算简图见图4.244.5.1荷载计算- ----按《建筑抗震设计规范》计算重力荷载代表值时，顶层取用雪荷载，其它层取用活荷载，当雪荷载与活荷载相差不大时，可近似按满跨活荷载布置。横梁线荷载计算：（1）顶层：边跨0.5×0.81×0.4×3.5/2×2=0.57KN/m中间跨0.5××0.4×1.2×2=0.3KN/m（2）(2)其它层边跨0.5×0.81×2×3.5/2×2=2.84KN/m中间跨0.5××2×1.2×2=1.5KN/m图4.150.5（雪+活）载作用下计算简图4.5.2弯矩分配系数根据公式即杆件AB在节点A的分配系数等于杆AB的转动刚度与交与A点的各杆的转动刚度之和的比值。其计算结果见表4.144.5.3杆件固端弯矩- ----梁的固端弯矩与内力计算方法见图4.161）顶层=-=-=-1/12×0.57×=-1.24KN·m=-=-1/3×0.3×=-0.14KN·m=1/2=-0.07KN·m2)其它层=-=-=-1/12×5.67×=-6.16KN·m=-=-1/3×3.00×=-0.72KN·m=1/2=-0.36KN·m图4.16梁内力计算简图- ----4.5.4内力计算1）弯矩计算采用二次分配法，计算过程见表4.24表4.240.5（雪+活）载作用下弯矩分配上柱下柱右梁　左梁上柱下柱右梁　0.5430.457　0.383　0.4570.160　　-1.24　1.24　　-0.14　0.670.57　-0.42　-0.50-0.18　1.08-0.21　0.28　-0.85　　-0.47-0.40　0.22　0.260.09　1.28-1.28　1.32　-1.09-0.23　　　　　　　　上柱下柱右梁　左梁上柱下柱右梁0.3520.3520.296　0.2640.3130.3130.110　　-6.16　6.16　　-0.722.172.171.82　-1.44-1.70-1.70-0.600.341.08-0.72　0.91-0.25-0.85　-0.25-0.25-0.21　0.050.060.060.022.263.01-5.26　5.69-1.89-2.49-1.30　　　　　　　　上柱下柱右梁　左梁上柱下柱右梁0.3520.3520.296　0.2640.3130.3130.110　　-6.16　6.16　　-0.722.172.171.82　-1.44-1.70-1.70-0.601.081.08-0.72　0.91-0.85-0.85　-0.51-0.51-0.43　0.210.250.250.092.742.74-5.48　5.84-2.31-2.31-1.23　　　　　　　　上柱下柱右梁　左梁上柱下柱右梁0.3520.3520.296　0.2640.3130.3130.110　　-6.16　6.16　　-0.722.172.171.82　-1.44-1.70-1.70-0.601.081.23-0.72　0.91-0.85-0.95　-0.56-0.56-0.47　0.230.280.280.102.692.83-5.53　5.87-2.28-2.37-1.22　　　　　　　　上柱下柱右梁　左梁上柱下柱右梁0.3980.2680.334　0.2930.3490.2350.123　　-6.16　6.16　　-0.722.451.652.06　-1.59-1.90-1.28-0.671.08　-0.80　1.03-0.85　　- -----0.11-0.08-0.10　-0.05-0.06-0.04-0.023.421.57-5.00　5.54-2.81-1.32-1.412）跨中弯矩按公式M=-计算；计算结果见表4.25表4.25跨中弯矩计算层号　q（KN/m)l(m)　M左(KN.m)　M右(KN.m)梁的跨中弯矩　AB跨BC跨AB跨BC跨AB跨BC跨AB跨BC跨AB跨BC跨第五层0.570.305.102.40-1.28-0.231.320.230.55-0.01第四层2.841.505.102.40-5.26-1.305.691.303.76-0.22第三层2.841.505.102.40-5.48-1.235.841.233.57-0.15第二层2.841.505.102.40-5.53-1.225.871.223.53-0.14第一层2.841.505.102.40-5.00-1.415.541.413.96-0.333）梁端剪力计算见表4.26表4.26梁端剪力计算层　q（KN/m)l(m)　M左(KN.m)　M右(KN.m)　总剪力KN　AB跨BC跨AB跨BC跨AB跨BC跨AB跨BC跨AB跨BC跨AB跨BC跨　　　　　　　　　VBVC右VC左VD左五0.570.305.102.40-1.28-0.231.320.231.450.36-1.46-0.36四2.841.505.102.40-5.26-1.305.691.307.161.80-7.33-1.80三2.841.505.102.40-5.48-1.235.841.237.171.80-7.31-1.80二2.841.505.102.40-5.53-1.225.871.227.181.80-7.31-1.80一2.841.505.102.40-5.00-1.415.541.417.141.80-7.35-1.804）柱剪力按公式计算，计算结果见表4.27表4.27　层号边柱中柱h剪力Mc上Mc下Mc上Mc下边柱中柱51.282.261.091.893.301.070.9043.012.742.492.313.301.741.4532.742.692.312.283.301.651.3922.833.422.372.813.301.891.5711.570.791.320.664.900.480.405）表4.28柱的轴力计算层号边柱中柱横梁端部压力纵梁端部压力柱轴力横梁端部压力纵梁端部压力柱轴力5　柱顶1.452.303.751.814.346.15- ----　　　　柱底3.75　6.15　4　柱顶7.24　11.48　22.479.04　21.6936.88柱底22.47　36.88　3　柱顶7.24　11.48　41.199.04　21.6967.61柱底41.19　67.61　2　柱顶7.24　11.48　59.919.04　21.6998.34柱底59.91　98.34　1　柱顶7.24　11.48　78.639.04　21.69129.07　78.63　129.07图4.170.5（雪+活）荷载作用下弯距图（KN·m）- ----图4.180.5（雪+活）荷载作用下剪力、轴力图（KN）第五章框架内力组合及弯矩调幅5.1弯矩调幅- ----现浇框架梁端负弯矩调幅系数可取0.8～0.9。框架梁端负弯矩调幅后，梁跨中弯矩应按平衡条件相应增大，调幅后跨中弯矩可按公式M=-（1-）（+）计算——调幅前粱跨中弯矩标准值；、——未调幅前梁左右两端的弯矩。本工程取=0.9对梁进行调幅，调幅的计算过程见表5.1表5.1弯矩调幅计算荷载种类杆件跨向弯矩标准值调幅系数　调幅后弯矩标准值　　MloMroMo　MlMrM　　恒载　　　　　　　顶层　AB-27.01-45.8526.750.90-24.31-41.2730.39BC-17.71-17.71-11.160.90-15.94-15.94-9.39五层　AB-34.61-37.4521.260.90-31.15-33.7124.86BC-12.17-12.17-7.240.90-10.95-10.95-6.02四层　AB-33.44-37.1521.990.90-30.10-33.4425.52BC-10.19-10.19-7.660.90-9.17-9.17-6.64三层　AB-33.57-37.2021.900.90-30.21-33.4825.44BC-12.53-12.53-7.600.90-11.28-11.28-6.35二层　AB-30.90-36.2023.740.90-27.81-32.5827.10BC-14.44-14.44-9.510.90-13.00-13.00-8.07　　　活载　　　　　　顶层　AB-3.61-4.322.470.90-3.25-3.892.87BC-1.66-1.66-0.580.90-1.49-1.49-0.41五层　AB-10.45-11.877.270.90-9.41-10.688.39BC-4.56-4.56-2.400.90-4.10-4.10-1.94四层　AB-10.74-12.037.050.90-9.67-10.838.19BC-4.35-4.35-2.190.90-3.92-3.92-1.76三层　AB-10.79-12.047.050.90-9.71-10.848.19BC-4.33-4.33-2.170.90-3.90-3.90-1.74二层　AB-9.92-11.737.610.90-8.93-10.568.69BC-4.93-4.93-2.770.90-4.44-4.44-2.28　　　顶层　AB-1.25-1.330.560.90-1.13-1.200.69- ----0.5（雪+活）　　　　　　BC-0.38-0.38-0.160.90-0.34-0.34-0.12五层AB-5.16-5.923.690.90-4.64-5.334.24　BC-2.32-2.32-1.240.90-2.09-2.09-1.01四层　AB-5.38-6.023.530.90-4.84-5.424.10BC-2.18-2.18-1.100.90-1.96-1.96-0.88三层　AB-5.40-6.033.520.90-4.86-5.434.09BC-2.17-2.17-1.090.90-1.95-1.95-0.87二层　AB-4.97-5.873.810.90-4.47-5.284.35BC-2.47-2.47-1.390.90-2.22-2.22-1.145.2内力组合一般组合采用三种组合形式即可：由可变荷载效应控制时：1.2恒+1.4活1.2恒+0.9（活+风）×1.4由永久荷载效应控制时：1.35恒+0.7×活≈1.35恒+活考虑地震作用的组合：1.2[恒+0.5（雪+活）]+1.3地震作用其具体计算过程见下列各表：表5.1横向框架梁内力组合（一般组合）由于活荷载计算只计算了满跨布置，所以活荷载最大值采用活荷载乘以1.2的增大系数，即活荷载最大值＝１.２活荷载。杆件　跨向　　截面　　内力　荷载种类　内力组合恒载　活载　活载最大　值风载1.2恒+1.4活1.2恒+0.9（1.4活+1.4风）　　1.35恒+活左风右风　左风右风　顶层横梁　　　　　　　AB跨　梁左端　M-24.31-3.25-3.903.74-3.74-34.63-29.37-38.80-36.72V44.164.915.89-1.481.4861.2458.5562.2865.51跨中M30.392.873.440.56-0.5641.2941.5140.1044.47梁右端　M41.27-3.89-4.67-2.622.6242.9940.3446.9451.05V-48.15-5.91-7.09-1.481.48-67.71-68.58-64.85-72.09　　BC跨　梁左端　M-15.94-1.49-1.791.82-1.82-21.63-19.09-23.67-23.31V10.921.802.16-2.442.4416.1312.7518.9016.90跨中M-9.39-0.41-0.490.000.00-11.96-11.89-11.89-13.17- ----梁右端　M15.941.491.79-1.821.8221.6319.0923.6723.31V-10.92-1.80-2.16-2.442.44-16.13-18.90-12.75-16.90　　五层横梁　　　　　　AB跨　梁左端　M-31.15-9.41-11.295.99-5.99-53.19-44.06-59.16-53.34V44.3714.8117.77-3.663.6678.1271.0380.2577.67跨中M24.868.3910.07-0.900.9043.9341.3843.6543.63梁右端　M33.71-10.68-12.82-7.797.7922.5114.4934.1232.69V-45.49-14.74-17.69-3.663.66-79.35-81.49-72.26-79.10　　BC跨　梁左端　M-10.95-4.10-4.925.40-5.40-20.03-12.54-26.14-19.70V8.223.604.32-6.066.0615.917.6722.9415.42跨中M-6.02-1.94-2.330.000.00-10.48-10.16-10.16-10.46梁右端　M10.954.104.92-5.405.4020.0312.5426.1419.70V-8.22-3.60-4.32-6.066.06-15.91-22.94-7.67-15.42　　四层横梁　　　　　　AB跨梁左端　M-30.10-9.67-11.6010.21-10.21-52.37-37.88-63.61-52.24V44.2014.2117.05-5.655.6576.9167.4181.6476.72跨中M25.528.199.83-1.251.2544.3841.4344.5844.28梁右端　M33.44-10.83-13.00-12.7112.7121.937.7439.7732.15V-45.66-14.71-17.65-5.655.65-79.50-84.15-69.91-79.29　　BC跨　梁左端　M-9.17-3.92-4.708.81-8.81-17.59-5.83-28.03-17.08V8.223.604.32-9.349.3415.913.5427.0815.42跨中M-6.64-1.76-2.110.000.00-10.92-10.63-10.63-11.08梁右端　M9.173.924.70-8.818.8117.595.8328.0317.08V-8.22-3.60-4.32-9.349.34-15.91-27.08-3.54-15.42　　　三层横梁　　　　　AB跨　梁左端　M-30.21-9.71-11.6514.15-14.15-52.56-33.10-68.76-52.44V44.2214.2117.05-7.597.5976.9464.9984.1176.75跨中M25.448.199.83-2.252.2544.2940.0845.7544.17梁右端　M33.48-10.84-13.01-18.6418.6421.960.3047.2732.19V-45.64-14.70-17.64-7.597.59-79.46-86.56-67.43-79.25　　BC梁左端　M-11.28-3.90-4.6812.91-12.91-20.09-3.17-35.70-19.91- ----跨　V8.223.604.32-12.5512.5515.91-0.5131.1215.42跨中M-6.35-1.74-2.090.000.00-10.54-10.25-10.25-10.66梁右端　M11.283.904.68-12.9112.9120.093.1735.7019.91V-8.22-3.60-4.32-12.5512.55-15.91-31.120.51-15.42　　二层横梁　　　　　　AB跨　梁左端　M-27.81-8.93-10.7215.31-15.31-48.37-27.58-66.16-48.26V43.8914.1016.92-11.7911.7976.3659.1388.8476.17跨中M27.108.6910.43-3.523.5247.1241.2250.0947.01梁右端　M32.58-10.56-12.67-22.3522.3521.36-5.0351.2931.31V-45.97-14.81-17.77-11.7911.79-80.04-92.41-62.70-79.83　　BC跨　　梁左端　M-13.00-4.44-5.3315.49-15.49-23.06-2.80-41.83-22.88V8.223.604.32-18.9418.9415.91-8.5639.1715.42跨中M-8.07-2.28-2.740.000.00-13.51-13.13-13.13-13.63梁右端　M13.004.445.33-15.4915.4923.062.8041.8322.88V-8.22-3.60-4.32-18.9418.94-15.91-39.178.56-15.42表5.3横向框架梁内力组合（考虑地震组合）杆件　　跨向　　截面　　内力　　　荷载种类内力组合恒载　0.5（雪+活）　　地震作用1.2【恒+0.5（雪+活）】+1.3地震作用向左向右向左向右　顶层横梁　　　　　　　AB跨　　梁左端　M-24.31-1.1325.49-25.492.61-63.67V44.161.44-8.498.4943.6865.76跨中M30.390.693.83-3.8342.2832.32梁右端　M41.271.20-17.8317.8327.7974.14V-48.15-1.47-8.498.49-70.58-48.51　　BC跨　　梁左端　M-15.94-0.3412.33-12.33-3.51-35.57V10.920.36-10.2810.280.1726.90跨中M-9.39-0.120.000.00-11.41-11.41梁右端　M15.940.34-12.3312.333.5135.57V-0.3610.28-26.90-0.17- -----10.92-10.28　　五层横梁　　　　　　AB跨　　梁左端　M-31.15-4.6454.16-54.1627.46-113.36V44.377.09-18.9118.9137.1786.34跨中M24.864.245.95-5.9542.6627.19梁右端　M33.715.33-42.2742.27-8.10101.80V-45.49-7.39-18.9118.91-88.04-38.87　　BC跨　　梁左端　M-10.95-2.0929.25-29.2522.38-53.67V8.221.80-24.3824.38-19.6743.72跨中M-6.02-1.010.000.00-8.44-8.44梁右端　M10.952.09-29.2529.25-22.3853.67V-8.22-1.80-24.3824.38-43.7219.67　　四层横梁　　　　　　AB跨　　梁左端　M-30.10-4.8479.20-79.2061.03-144.89V44.207.12-27.1127.1126.3496.83跨中M25.524.1010.06-10.0648.6222.47梁右端　M33.445.42-59.0859.08-30.17123.44V-45.66-7.37-27.1127.11-98.88-28.39　　BC跨　　梁左端　M-9.17-1.9640.88-40.8839.79-66.50V8.221.80-34.0734.07-32.2756.32跨中M-6.64-0.880.000.00-9.02-9.02梁右端　M9.171.96-40.8840.88-39.7966.50V-8.22-1.80-34.0734.07-56.3232.27　　　三层　　AB跨　梁左端　M-30.21-4.8697.27-97.2784.37-168.54- ----横梁　　　　V44.227.12-34.1134.1117.27105.95跨中M25.444.0910.3048.8322.05-10.30梁右端　M33.485.43-76.6776.67-52.98146.36V-45.64-7.37-34.1134.11-107.96-19.27　　BC跨　　梁左端　M-11.28-1.9553.06-53.0653.10-84.85V8.221.80-44.2244.22-45.4669.51跨中M-6.35-0.870.000.00-8.66-8.66梁右端　M11.281.95-53.0653.06-53.1084.85V-8.22-1.80-44.2244.22-69.5145.46　　二层横梁　　　　　　AB跨　　梁左端　M-27.81-4.4792.19-92.1981.11-158.58V43.897.07-37.8337.8311.97110.33跨中M27.104.356.07-6.0745.6329.85梁右端　M32.585.28-80.0680.06-58.65149.51V-45.97-7.42-37.8337.83-113.25-14.89　　BC跨　　梁左端　M-13.00-2.2255.40-55.4053.76-90.28V8.221.80-46.1746.17-48.0072.05跨中M-8.07-1.140.000.00-11.05-11.05梁右端　M13.002.22-55.4055.40-53.7690.28V-8.22-1.80-46.1746.17-72.0548.00表5.4横向框架梁内力组合（一般组合）由于活荷载计算只计算了满跨布置，所以活荷载最大值采用活荷载乘以1.2的增大系数，即活荷载最大值＝１.２活荷载。杆件　跨向　截面内力　　荷载种类　内力组合及相应的N、V及相应M、V及相应的M、V恒载　活载　活载最大值　风载1.2恒+1.4活1.2恒+0.9（1.4活+1.4风）　1.35恒+活左风右风左风右风　　　A柱顶M27.013.614.33-3.743.7438.4833.1642.5840.8042.5833.1640.80- ----顶层柱　　　柱　N104.189.0710.88-1.481.48140.25136.87140.59151.53140.59136.87151.53柱底M19.274.725.66-1.841.8431.0527.9432.5831.6832.5827.9431.68N124.819.0710.88-1.481.48165.01161.62165.35179.38165.35161.62179.38　B柱　柱顶M-17.45-2.49-2.99-4.444.44-25.12-30.30-19.11-26.55-30.30-30.30-26.55N116.5314.4417.33-0.960.96164.10160.46162.88174.64160.46160.46174.64柱底M-13.36-3.29-3.95-2.722.72-21.56-24.43-17.58-21.9824.43-24.43-21.98N137.1614.4417.33-0.960.96188.85185.22187.63202.49185.22185.22202.49　　四层柱　　　　A柱　柱顶M15.345.726.86-8.318.3128.0216.5937.5327.5737.5316.5927.57N228.0535.0142.01-5.145.14332.48320.12333.07349.88333.07320.12349.88柱底M16.725.376.44-5.545.5429.0921.2035.1629.0235.1621.2029.02N248.6835.0142.01-5.145.14357.23344.87357.83377.73357.83344.87377.73　B柱　柱顶M-11.92-4.02-4.82-10.4810.48-21.06-33.59-7.18-20.92-33.59-33.59-20.92N260.4454.1965.03-3.363.36403.57390.23398.70416.62390.23390.23416.62柱底M-12.28-3.84-4.61-7.287.28-21.19-29.71-11.37-21.19-29.71-29.71-21.19N281.0754.1965.03-3.363.36428.32414.99423.45444.47414.99414.99444.47　　三层柱　　　　A柱　柱顶M16.725.376.44-11.7511.7529.0913.3842.9929.0242.9913.3829.02N351.9260.9573.14-10.7910.79524.70500.87528.06548.23528.06500.87548.23柱底M16.575.326.38-9.619.6128.8215.8240.0428.7540.0415.8228.75N372.5560.9573.14-10.7910.79549.46525.62552.81576.08552.81525.62576.08　B柱　柱顶M-12.28-3.84-4.61-14.2514.25-21.19-38.50-2.59-21.1938.50-38.50-21.19N404.3593.94112.73-7.057.05643.04618.37636.14658.60618.37618.37658.60柱底M-12.23-3.82-4.58-13.1513.15-21.09-37.02-3.88-21.09-37.02-37.02-21.09- ----N424.9893.94112.73-7.057.05667.80643.13660.90686.45643.13643.13686.45　二层柱　　　　　A柱　柱顶M17.015.466.55-14.3514.3529.5810.5946.7529.5246.7510.5929.52N475.7986.89104.27-18.3818.38716.92679.17725.48746.58725.48679.17746.58柱底M19.966.417.69-14.3514.3534.7215.5651.7234.6451.7215.5634.64N496.4286.89104.27-18.3818.35741.68703.92750.20774.44750.20703.92774.44　B柱　柱顶M-12.44-3.89-4.67-18.4018.40-21.46-43.992.37-21.46-43.99-43.99-21.46N548.26133.69160.43-12.0112.01882.51844.92875.18900.58844.92844.92900.58柱底M-13.89-4.34-5.21-18.4018.40-23.96-46.41-0.05-23.96-46.41-46.41-23.96N568.89133.69160.43-12.0112.01907.27869.67899.94928.43869.67869.67928.43　底层　柱　　　　　　A柱　　柱顶M10.943.514.21-11.5711.5719.023.8633.0118.9833.013.8618.98N599.66112.83135.40-30.1730.17909.15852.18928.21944.94928.21852.18944.94柱底M5.471.762.11-34.7034.709.52-34.5052.959.5052.95-34.509.50N620.29112.83135.40-30.1730.17933.90876.93952.96972.79952.96876.93972.79V-4.10-1.32-1.58-11.5711.57-7.14-21.497.66-7.127.66-21.49-7.12　B柱　　柱顶M-7.86-2.46-2.95-19.4319.43-13.56-37.6311.33-13.56-37.63-37.63-13.56N692.17173.44208.13-19.1619.161121.981068.701116.991142.561068.701068.701142.56柱底　M-3.39-1.23-1.48-36.0936.09-6.13-51.4039.55-6.05-51.40-51.40-6.05N712.80173.44208.13-19.1619.161146.741093.461141.741170.411093.461093.461170.43V2.95-0.95-1.14-13.8813.881.94-15.3919.592.84-15.39-15.392.84表5.5横向框架柱内力组合（考虑地震作用）杆跨截内荷载种类内力组合- ----件向面力及相应的N、V及相应M、V及相应的M、V恒载0.5（雪+活）地震作用1.2[恒+0.5（雪+活）]+1.3地震作用向左向右向左向右顶层柱A柱柱顶M27.011.25-25.4925.490.7767.0567.050.7767.05N104.183.75-8.498.49118.48140.55140.55118.48140.55柱底M19.272.21-12.5612.569.4542.1042.109.4542.10N124.813.75-8.498.49143.24165.31165.31143.24165.31V-14.02-1.0511.53-11.53-3.10-33.07-33.07-3.10-33.07B柱柱顶M-17.45-0.91-30.1630.16-61.2417.18-61.24-61.2417.18N116.536.15-1.791.79144.89149.54144.89144.89149.54柱底M-13.36-1.55-18.4818.48-41.926.13-41.92-41.296.13N137.166.15-1.791.79169.65174.30169.65169.65174.30V9.340.7314.74-14.7431.25-7.0831.2531.25-7.08四层柱A柱柱顶M15.342.05-41.6041.60-33.2174.9574.95-33.2174.95N228.0522.47-27.4027.40265.00336.24336.24265.00336.24柱底M16.722.69-27.2327.23-12.1158.6958.69-12.1158.69N248.6822.47-27.4027.40289.76361.00361.00289.76361.00V-9.72-1.4421.01-21.0113.92-40.71-40.7113.92-40.71B柱柱顶M-11.92-2.04-53.0453.04-85.7052.20-85.70-85.7052.20N260.4436.88-7.267.26347.35366.22347.35347.35366.22柱底M-12.28-1.92-36.8636.86-64.9630.88-64.96-64.9630.88N281.0736.88-7.267.26372.10390.98372.10372.10390.98V7.331.2027.85-27.8546.44-25.9746.4446.44-25.97三层柱A柱柱顶M16.722.69-51.4751.47-43.6290.2090.20-43.6290.20N351.9241.19-54.5154.51400.87542.60542.60400.87542.60柱底M16.572.67-42.1142.11-31.6677.8377.83-31.6677.83N372.5541.19-54.5154.51425.63567.35567.35425.63567.35V-10.09-1.6228.38-28.3622.84-50.92-50.9222.84-50.92B柱柱顶M-12.28-1.92-63.3063.30-99.3365.25-99.33-99.3365.25N404.3567.61-14.2214.22547.87584.84547.87547.87584.84柱底M-12.23-1.91-58.2458.24-92.6858.74-92.68-92.6858.74N424.9867.61-14.2214.22572.62609.59572.62572.62609.59V7.431.1636.77-36.7758.11-37.4958.1158.10-37.49二层柱A柱柱顶M17.012.74-55.1655.16-48.0195.4195.41-48.0195.41N475.7959.91-88.6288.62527.63758.05758.05527.63758.05柱底M19.963.21-55.1655.16-43.9099.5199.51-43.9099.51N496.4259.91-88.6288.62552.39782.80782.80552.39782.20V-11.20-1.8033.43-33.4327.86-59.0627.8627.86-59.06B柱柱顶M-12.44-1.95-71.4971.49-110.2175.67-110.21-110.2175.67N548.2698.34-24.3324.33744.29807.55744.29744.29807.55柱底M-13.89-2.17-71.4971.49-112.2173.67-112.21-112.2173.67N568.8998.34-24.3324.33769.05832.31769.05769.05832.31- ----V7.981.2543.33-43.3367.41-45.2567.4167.41-45.25底层柱A柱柱顶M10.941.76-37.6337.63-33.6864.1664.16-33.6864.16N599.6678.63-126.45126.45649.56978.33978.33649.56978.33柱底M5.470.88-112.89112.89-139.14154.38154.38-139.14154.38N620.2978.63-126.45126.45674.321003.091003.09674.321003.09V-4.10-0.6637.63-37.6343.21-54.63-54.6343.21-54.63B柱柱顶M-7.86-1.23-63.9763.97-94.0772.25-94.07-94.0772.25N692.17129.07-32.6732.67943.021027.96943.02943.021027.96柱底M-3.39-0.62-118.79118.79-159.24149.62-159.24-159.24149.62N712.80129.07-32.6732.67967.771052.72967.77967.771052.72V2.950.4645.69-45.6963.49-55.3163.4963.49-55.31第六章框架梁、柱截面设计6.1框架横梁截面设计根据梁的控制截面内力设计值，利用受弯构件正截面承载力和斜截面承载力计算公式，算出所需纵筋及箍筋进行配筋。材料的性能及参数如下：C30混凝土：fc＝14.3N/mm2；ft＝1.43N/mm2钢筋：HPB235：fy＝210N/mm2；f‘y＝210N/mm2；HRB335：fy＝300N/mm2；f‘y＝300N/mm2梁截面尺寸：AB、CD跨：b×h＝250×600；BC跨：b×h＝200×500采用单筋矩形截面，取ａs＝40mm；则：h01＝600－40＝560mm；h02＝500－40＝460mm- ----图6.16.1.1梁的正截面承载力计算梁计算过程控制截面选择如图6.1所示。混凝土强度等级（=14.3N/mm2，=1.43N/mm2）,纵筋为HRB335(=300N/mm2),箍筋为HPB235(=210N/mm2)。表6.1梁的正截面承载力计算层截面位置组合内力柱边截面弯矩h0（）实际选用（）备注M(KN.m)V(KN)顶层A5支座-36.7265.51-21.605600.0190.019126.79214=308跨中44.4744.475600.0400.040266.93314=461B5支座左-51.05-72.09-34.285600.0310.032213.55214=308B5支座右-23.3116.90-19.753600.0530.054185.33214=308跨中-13.17-13.173600.0360.037126.98214=308C5支座左-23.31-16.90-19.753600.0530.054185.33214=308五层A4支座-68.7684.11-49.195600.0440.045300.30214=308跨中45.7545.755600.0410.042280.28314=461B4支座左-47.27-67.43-31.875600.0280.028186.85214=308B4支座右-35.7024.87-30.103600.0810.085291.72214=308跨中-10.25-10.253600.0280.02896.10214=308C4支座左-35.70-24.87-30.103600.0810.085291.72214=308A1支座-66.1688.84-45.415600.0410.042280.28214=308- ----二层跨中50.0950.095600.0450.046306.97314=461B1支座左-51.29-62.70-37.075600.0330.034226.89314=461B1支座右-41.8339.17-32.653600.0880.092315.74314=461跨中-13.13-13.133600.0350.036123.55214=308C1支座右-41.83-39.17-32.653600.0880.088302.02314=461表6.2梁的正截面抗震验算层　截面位置　组合内力柱边截面弯矩h0(mm)　实际选用　（）MV　　顶层　　A5支座-63.6765.76-48.360.755600.0320.033220214=308跨中42.28　42.280.755600.0280.028314=461B5支座左-74.14-70.58-57.630.755600.0390.040267214=308B5支座右-35.5726.90-29.410.753600.0600.062213214=308跨中-11.41　-11.410.753600.0230.023214=308C5支座左-35.57-26.90-29.410.753600.0600.062213214=308　五层　　　A4支座-168.54105.95-143.150.755600.0960.101674416=804跨中48.83　48.830.755600.0330.034227314=461B4支座左-146.36-107.96-120.470.755600.0810.085567316=603B4支座右-84.8569.51-67.900.753600.1370.148508316=603跨中-8.66　-8.660.753600.0180.018214=308C4支座左-84.85-69.51-67.900.753600.1370.148508316=603　　A1支座-158.58110.33-132.100.755600.0880.092614416=804- ----二层　　跨中45.63　45.630.755600.0310.032314=461B1支座左-149.51-113.25-122.300.755600.0820.086574316=603　B1支座右-90.2872.05-72.700.753600.1470.160549316=603跨中-11.05　-11.050.753600.0220.022214=308C1支座右-90.28-72.05-72.050.753600.1470.160549316=6036.1.2梁的斜截面承载力计算实验和理论分析证明，翼缘对提高T型截面梁的受剪承载力并不很显著，因此，《混凝土结构设计规范》规定，在计算T形截面梁的承载力时，仍取腹板宽度b并按矩形截面计算。为了防止梁在弯曲屈服前先发生剪切破坏，截面设计时对剪力设计值进行调整如下：式中A——剪力增大系数，对二级框架取1.2；——梁的净跨，本工程为方便计算，按梁的跨度计算；——梁在重力荷载作用下,按简支梁分析的梁端截面剪力设计值,,——分别为梁的左、右端顺时针方向或反时针方向截面组合的弯矩值。（1）顶层横梁剪力计算AB跨：梁左端-=1.2×（-24.31-1.13）+1.3×（-25.49）=-63.67KN+=1.2×（-24.31-1.13）-1.3×（-25.49）=3.81KN梁右端+==1.2×（47.27+1.20）+1.3×17.83=71.14KN-==1.2×（47.27+1.20）-1.3×17.83=27.79KN+=3.81+71.14=74.95KN- -----=-63.67+27.79=-35.88KN=1.2×74.95/5.1+1.2×(44.16+1.44)=72.36KN=1.2×74.95/5.1+1.2×(48.15+1.47)=77.18KNBC跨：梁左端-=1.2×（-15.94-0.34）+1.3×（-12.33）=-35.57KN+=1.2×（-15.94-0.34）-1.3×（-12.33）=-3.51KN梁右端+==1.2×（15.94+0.34）+1.3×12.33=35.57KN-==1.2×（15.94+0.34）-1.3×12.33=-3.51KN+=-3.51+35.57=32.06KN-=---35.57-3.51=-39.08KN=1.2×39.08/2.4+1.2×(10.92+0.36)=33.08KN=1.2×39.08/2.4+1.2×(10.92+0.36)=33.08KN(2)三层横梁剪力计算AB跨：梁左端-=1.2×（-30.21-4.86）+1.3×（-97.27）=-168.54KN+=1.2×（-30.21-4.86）-1.3×（-97.27）=84.37KN梁右端+==1.2×（33.48+5.43）+1.3×76.67=146.36KN-==1.2×（33.48+5.43）-1.3×76.67=-52.98KN+=84.37+146.36=230.73KN-=-168.54-52.98=-221.52KN- ----=1.2×230.73/5.1+1.2×(44.22+7.12)=115.90KN=1.2×230.73/5.1+1.2×(45.64+7.37)=117.90KNBC跨：梁左端-=1.2×（-11.28-1.95）+1.3×（-53.06）=-84.85KN+=1.2×（-11.28-1.95）-1.3×（-53.06）=53.10KN梁右端+==1.2×（11.28+1.95）+1.3×53.06=84.85KN-==1.2×（11.28+1.95）-1.3×53.06=-53.10KN+=53.10+84.85=137.95KN-=--53.10-84.85=-137.95KN=1.2×137.95/2.4+1.2×(8.22+1.80)=81.00KN=1.2×137.95/2.4+1.2×(8.22+1.80)=81.00KN(3)底层横梁剪力计算AB跨：梁左端-=1.2×（-27.81-4.47）+1.3×（-92.19）=-158.58KN+=1.2×（-27.81-4.47）-1.3×（-92.19）=81.11KN梁右端+==1.2×（32.58+5.28）+1.3×80.06=149.51KN-==1.2×（32.58+5.28）-1.3×80.06=-58.65KN+=81.11+149.51=230.62KN-=-158.58-58.65=-217.23KN=1.2×230.62/5.1+1.2×(43.89+7.07)=115.42KN- ----=1.2×230.62/5.1+1.2×(45.97+7.42)=118.33KNBC跨：梁左端-=1.2×（-13.00-2.22）+1.3×（-55.40）=-90.28KN+=1.2×（-13.00-2.22）-1.3×（-55.40）=53.76KN梁右端+==1.2×（13.00+2.22）+1.3×55.40=90.28KN-==1.2×（13.00+2.22）-1.3×55.40=-53.76KN+=53.76+90.28=144.04KN-=-53.76-90.28=-144.04KN=1.2×144.04/2.4+1.2×(8.22+1.80)=84.04KN=1.2×144.04/2.4+1.2×(8.22+1.80)=84.04KN若调整后的剪力值大于组合表中的静力组合的剪力值,则按调整后的剪力进行计算。梁的斜截面承载力计算过程如表6.3层　b×h　斜截面位置组合内力　h0(mm)（KN）　　（KN）选用箍筋　　（KN）　顶层　250×600　A5支座65.51560500.50140.148＠100288.02B5支座左72.09560500.50140.148＠100288.02200×500　B5支座右18.90360257.4072.078＠100167.14C5支座左18.90360257.4072.078＠100167.14- ----　五层　250×600　A4支座84.11560500.50140.148＠100288.02B4支座左86.56560500.50140.148＠100288.02200×500　B4支座右31.12360257.4072.078＠100167.14C4支座左31.12360257.4072.078＠100167.14　二层　250×600　A1支座88.84560500.50140.148＠100288.02B1支座左92.41560500.50140.148＠100288.02200×500　B1支座右39.17360257.4072.078＠100167.14C1支座左39.17360257.4072.078＠100167.14梁的斜截面抗震验算计算过程如表6.4层　跨斜截面位置KNKN.m组合内力VKN　（KN）　（KN）选用箍筋（双肢）　（KN）　顶层　AB跨　A5支座54.7274.9572.36560533.87112.118＠100169.20B5支座左59.5474.9577.18560533.87112.118＠100169.20BC跨B5支座右13.5439.0833.08360274.5657.668＠10089.55C5支座左13.5439.0833.08360274.5657.668＠10089.55　五层　AB跨　A4支座61.61230.73115.90560533.87112.118＠100169.20B4支座左63.61230.73117.90560533.87112.118＠100169.20BC跨　B4支座右12.02137.9581.00360274.5657.668＠10089.55- ----C4支座左12.02137.9581.00360274.5657.668＠10089.55　二层　AB跨　A1支座61.15230.62115.42560533.87112.118＠100169.20B1支座左64.07230.62118.33560533.87112.118＠100169.20BC跨B1支座右12.02144.0484.04360274.5657.668＠10089.55C1支座左12.02144.0484.04360274.5657.668＠10089.556.2框架柱截面设计的配筋采用对称式，顶层柱考虑了活载的最不利布置，其余层的活载均为满布。材料：C30混凝土：fc＝14.3N/mm2；ft＝1.43N/mm2钢筋：HPB235：fy＝210N/mm2，f‘y＝210N/mm2；HRB335：fy＝300N/mm2，f‘y＝300N/mm2柱截面尺寸：b×h＝500×500采用单筋矩形截面，取ａs＝40mm；则：h0＝500－40＝460mm由于柱的正截面的受荷较大，而斜截面的受荷较小，故只考虑正截面受弯，斜截面受剪按构造配筋即可。6.2.1正截面受弯计算公式如下，其计算结果见表6.5，表6.6偏心距增大系数:大偏压：As=A‘s＝- ----截面采用对称配筋，具体配筋见表6.5，表中：当＜15时,取=1.0（小偏心受压）式中——轴向力对截面形心的偏心距；——附加偏心距；——初始偏心距；——偏心受压构件的截面曲率修正系数；——考虑构件长细比对构件截面曲率的影响系数；——偏心距增大系数；——轴力作用点到受拉钢筋合力点的距离；——混凝土相对受压区高度；、——受拉、受压钢筋面积。表6.5框架柱正截面压弯承载力计算柱类别层次柱截面组合内力(mm)(mm)(mm)e(mm)M(KN.m)Nmax(KN)A柱顶层3.306.60上端40.80151.53269.2520.00289.250.631.01.01.05513.573.306.60下端31.68179.38176.6120.00196.610.431.01.01.07420.92二层3.306.60上端29.52746.5839.5420.0059.540.131.01.01.24283.853.306.60下端34.64774.4444.7320.0064.730.141.01.01.22289.04底4.909.80上端18.98944.9420.0920.0040.090.091.01.01.52271.11- ----层4.909.80下端9.50972.799.7720.0029.770.061.01.01.71260.79B柱顶层3.306.60上端26.55174.64152.0320.00172.030.371.01.01.08396.343.306.60下端21.98202.49108.5520.00128.550.281.01.01.11352.86二层3.306.60上端21.46900.5823.8320.0043.830.101.01.01.33268.143.306.60下端23.96928.4325.8120.0045.810.101.01.01.31270.12底层4.909.80上端13.561142.5611.8720.0031.870.071.01.01.66262.904.909.80下端6.051170.435.1720.0025.170.051.01.01.84256.20续表6.5判断破坏类型　　　x选用钢筋　　　　135.57-1657.42大偏心0.04621.19112.52318=763构造配筋　42.92-1629.57大偏心0.05525.091.31318=763构造配筋　-94.15-1062.37小偏心0.916　　318=763构造配筋　-88.96-1034.51小偏心0.907　　318=763构造配筋　-106.89-864.01小偏心0.848　　318=763构造配筋　-117.21-836.16小偏心0.839　　318=763构造配筋　18.34-1634.31大偏心0.05324.43-32.79318=763构造配筋　-25.14-1606.46小偏心1.103　　318=763构造配筋　-109.86-908.37小偏心0.863　　318=763构造配筋　-107.88-880.52小偏心0.854　　318=763构造配筋　-115.10-666.39小偏心0.780　　318=763构造配筋　- -----121.80-638.52小偏心0.771　　318=763构造配筋　表6.6框架柱正截面压弯抗震验算柱类别　层次　　　柱截面组合内力轴压比　e　N　　A柱　　顶层3.3　6.6上端76.40140.550.0390.75543.5820563.581.225111.03787.896.6下端68.02165.310.0460.75411.4720431.470.938111.03655.78二层3.3　6.6上端101.13758.050.2120.80133.4120153.410.333111.09377.726.6下端104.26782.200.2190.80133.2920153.290.333111.09377.60底层4.9　9.8上端86.04978.330.2740.8087.9520107.950.235111.19338.979.8下端154.381003.090.2810.80153.9020173.900.378111.12404.93　　B柱　　顶层3.3　6.6上端73.36149.540.0420.75490.5720510.571.110111.03734.886.6下端37.84174.300.0490.75217.1020237.100.515111.06461.41二层3.3　6.6上端75.67807.550.2260.8093.7020113.700.247111.13338.026.6下端73.67832.310.2330.8088.5120108.510.236111.13332.83底层4.9　9.8上端72.251027.960.2880.8070.282090.280.196111.23321.319.8下端149.621052.720.2940.80142.1320162.130.352111.13393.16续表6.6　　破坏类型　　X　　　选用钢筋　　备注　- ----439.8914-1668.4大偏心　0.0419.66410　318=763307.7819-1643.64大偏心　0.0523.12309　318=76329.72066-1050.9大偏心　0.23106.02　<0318=76329.60329-1026.75大偏心　0.24109.40　<0318=763-9.02564-830.62小偏心500　　　　318=76356.93301-805.86大偏心　0.30140.29　120318=763386.8837-1659.41大偏心　0.0520.91374　318=763113.4095-1634.65大偏心　0.0524.3857　318=763-9.98425-1001.4小偏心500　　　　318=763-15.1747-976.64小偏心500　　　　318=763-26.6866-780.99小偏心500　　　　318=76345.15563-756.23大偏心　0.32147.23　57318=763注：的取值是由轴压比确定的，当轴压比小于0.15时取0.8，当轴压比大于0.15时取0.8。6.2.2斜截面受弯计算（1）剪力设计值调整柱端剪力调整，本工程为二级框架，故=1.2×(+)/式中——柱的的净高，为方便计算，柱高取层高；- ----、——考虑抗震等级的框架上、下顺时针或逆时针方向截面组合弯矩设计值（1）斜截面受弯承载力计算框架柱的受剪截面应符合下列条件：剪跨比大于2≤（0.2）剪跨比不大于2≤（0.15）框架柱受剪承载力计算公式≤（++0.056N）式中——框架柱的计算剪跨比，其值取上、下端弯矩较大值M与对应的剪力V和柱截面有效高度的比值，即M/V；当框架结构中框架柱的反弯点在柱层高范围内时，柱剪跨比也可采用1/2柱净高与住截面有效高度的比值；当小于1时，取1；当大于3时，取3；N——考虑地震作用组合的框架柱的轴向压力设计值，当N大于时，取。其计算结果见表6.7表6.7框架柱受剪承载力计算层数A轴框架柱斜截面配筋计算B轴框架柱斜截面配筋计算顶层二层底层顶层二层底层N/kN165.31782.201003.09174.30832.311052.72V/kN33.0759.0654.6331.2567.4163.49Hn(m)3.303.304.903.303.304.90λ=Hn/(2h0)3.593.594.353.593.594.35λ(>3时取3)3.003.003.003.003.003.00　0.750.800.800.750.800.80877.07822.25822.25877.07822.25822.25截面是否满足满足满足满足满足满足满足- ----0.3fcbh(KN)1072.51072.51072.51072.51072.51072.5N/kN(实取值)165.31782.201003.09174.30832.311052.72ASV/s(mm)-1.259-1.026-1.063-1.273-0.957-0.99构造构造构造构造构造构造实配箍筋加密区4φ8@1004φ8@1004φ8@1004φ8@1004φ8@1004φ8@100非加密区4φ8@1504φ8@1504φ8@1004φ8@1004φ8@1504φ8@150第七章楼梯结构设计计算7.1楼梯设计资料结构平面布置及剖面图如图所示。楼梯使用活荷载标准值为2.5KN/㎡,踏步面层采用20水磨石，底面为12合砂浆抹灰层，采用C30混凝土，，梁中钢筋都采用HRB335，.板的钢筋均采用HPB235钢，。.7.2楼梯板计算图10-1楼梯结构平面布置图7.2.1荷载计算- ----板厚为楼梯板跨度=板厚，取150mm则截面的平均角度：取1m宽板带为计算单元踏步板自重：踏步面层重：底板抹灰重：栏杆重：0.1KN/m恒荷载设计值：活荷载：活荷载设计值所以7.2.2内力计算7.2.3配筋计算板的有效高度，混凝土抗压设计强度钢筋抗拉强度设计值- ----选用10＠80梯段板抗剪，因满足抗剪要求。支座构造配筋10＠200。7.3休息平台板计算按简支板计算简图如:以板宽1m为计算单元，计算跨度近似取：板厚取100mm7.3.1荷载计算面层板自重板地粉刷活载7.3.2内力计算7.3.3配筋计算选用8＠150梯段板抗剪，因满足抗剪要求。- ----7.4梯段梁计算截面高度h=L/12=1/12×3500=292mm取400mm高，宽取200mm。7.4.1荷载计算梯段板传休息平台板传来粱自重7.4.2内力计算7.4.3配筋计算钢筋采用HRB335刚，选用316因满足要求。故只需按构造要求配筋，选用8＠150双肢箍筋。第八章楼面板的配筋- ----8.1设计资料结构布置如图9.1所示，板厚选用100mm，底面采用水磨石底面，其荷载为，12mm厚混合砂浆天棚抹灰，楼面活荷载标准值，混凝土为C30,。8.2板的计算由计算简图可知，将楼板划分了A板，B板两种板块，均按照双向板计算，按塑性理论计算。主梁的h＝600mm，宽度b=为250mm，连系框架梁的高度h＝450mm，宽度b=为200mm,走道梁h＝500mm，宽度b=为200mm，板的尺寸支撑情况如下图所示：8.2.1荷载计算（１）恒荷载设计值面层：　　　水磨石　　　板底抹灰：20mm石灰砂浆板自重：（2）、由于活荷载小于，所以分项系数为1.4。- ----　　　　　　　　　　　　　　　　　　　　　　　　　　　　　　　　　　　　　　　　　　8.2.2计算跨度　　内跨：　　　　　　－轴线间的距离　　边跨：　　　　－板的净跨　　ｂ－梁宽，２５０ｍｍ．各区格板的计算跨度见表2.1。表8.1板的计算跨度区格ABCDEFG(m)3.5053.53.52.41.6051.6052.45.15.15.1053.5053.5053.53.50.700.700.700.700.500.500.708.2.3弯矩计算跨中最大弯矩发生在活荷载为棋盘式布置时它可以简化为当内支座固支时，作用下的跨中弯矩值与当内支座铰支时作用下的跨中弯矩值之和。支座最大弯矩值可以近似可以按活荷载满布求得，即内支座固支时，作用下的支座弯矩。在本项目中，楼盖边缘对板的的作用视为铰接支座。所有区格板，按其位置和尺寸分为A、B、C、D四类，计算弯矩时，考虑泊松比的最大影响取。A区格板：- ----查课本表1.19，计算板的跨中弯矩，其中作用下查表1.19d，作用下查表1.19a；板的支座弯矩按作用下查表1.19d计算：B区格板C区格板- ----D区格板表8.2板的弯矩值表区格ABCD3.433.823.431.611.732.051.730.81-6.38-6.38-6.38-2.99-5.14-5.14-5.14-2.418.2.4截面设计截面有效高度，选用10钢筋作为受力主筋则(短跨)跨种截面的；方向跨中截面：；支座截面处均为80mm。截面弯矩设计值：该板四周与梁整体连接，故弯矩设计值应按如下折减：- ----①B、G区格的跨中截面与B—B、G—G支座截面折减20%。②A-B、A-D、A—E、B—F、C—G、D—G、E--F支座截面折减20%（七板的均小于1.5）。计算配筋量时，取内力臂系数，。截面配筋计算结果及实际配筋列于表8.3。表8.3板的配筋计算截面配筋实有跨中A方向803.43×0.8=2.74172＠200393方向701.73×0.8=1.3899＠200393B方向803.82239＠200393方向702.05147＠200393C方向803.43215＠200393方向701.73124＠200393D方向801.61101＠200393方向700.8158＠200393支座A-B方向80-6.38×0.8=-5.10320＠200393A-D方向80-5.14×0.8=-4.11258＠200393B-F方向80-5.14×0.8=-4.11258＠200393B-G方向80-5.14322＠200393B-B方向80-6.38×0.8=-5.10320＠200393B-C方向80-6.38400＠150523- ----C-G方向80-5.14×0.8=-4.11258＠200393C-C方向80-6.38400＠150523D-G方向80-2.99×0.8=-2.39150＠200393G-G方向80-2.99×0.8=-2.39150＠200393A方向80-6.38400＠150523C方向80-5.14322＠200393D方向80-2.99187＠200393第九章基础设计按照《地基基础设计规范》和《建筑抗震设计规范》的有关规定，上部结构传至基础顶面上的荷载只需按照荷载效应的基本组合来分析确定。因为B、C轴间柱距较小，所以B、C柱设计为联合基础。而A、D轴柱设计为柱下独立基础。混凝土设计强度等级采用C30，基础埋置深度为1.3，室内外高差为0.60m,上柱断面为400㎜×400㎜，基础部分柱断面保护层加大，两边个增加50，故地下部分柱尺寸为600㎜×600㎜。地基承载力标准值已知为Kn/㎡。9.1荷载计算基础承载力计算时，应采用荷载标准组合。或+0.9（+）,取两者中大者。以轴线⑥为计算单元进行基础设计，上部结构传来柱底荷载标准值为：边柱柱底=5.47+0.9×(2.11+34.70)=38.60KN·m- ----=620.29+0.9×(135.40+30.17)=769.30KN=-4.10+0.9×(-1.58+11.57)=4.89KN由于+0.9（+）>，则边柱采用组合+0.9（+）中柱柱底=-3.39-1.48=-4.87KN·m=712.80+208.13=920.93KN=2.95+1.14=4.04KN由于+0.9（+）<，则中柱采用组合底层墙、基础联系梁传来荷载标准值（联系梁顶面标高同基础顶面）墙重：以上：3.6×0.2×（3.3-0.7）=1.87KN/m3.6×0.2×(3.3-0.6)=1.94KN/m（采用轻质填充砌块，）以下：19×0.24×1.65=7.52KN/m（采用一般粘土砖，）连梁重：（）柱A基础底面：=769.30+(1.87+7.52+2.4)×3.5×3/2+(1.94+7.52+2.4)×5.1/2=861.26KN=38.60+(1.87+7.52+2.4)×3.5×3/2×0.15+4.89×0.60=50.82KN·m柱B基础底面：=920.93+(1.87+7.52+2.4)×3.5×3/2+(1.94+7.52+2.4)×(5.1+2.4)/2=1027.04KN- ----=-4.87-11.79×3.5×3/2×0.15-4.04×0.60=-16.58KN·m9.2确定基础底面面积根据地质条件取粉质粘土层为持力层，则暂定基础室外埋深为1.8室内埋深2.4（室内外高差0.90）。A柱(1)初估基底尺寸由于基底尺寸未知，持力层土的承载力特征值先仅考虑深度修正，由于持力层为粉质粘土，故取=(17.2×0.6+19.3×1.2)/1.8=18.60(加权土容重，其中杂填土容重，粉质粘土取)=+··(d-0.5)=180+1.6×18.6×(1.8-0.5)=218.69≥=设，取b=1.7m，=3.4m因b=1.7m<3m，则不用对作宽度修正。(2)按持力层强度验算基底尺寸：基底形心处竖向力=+=861.26+20×1.7×3.4×0.5×(1.8+2.4)=1104.02KN基底形心处弯矩：=50.82KN·m偏心距：===0.0460.5查表得tan=0.424,下卧层顶面处的附加应力：==79.26下卧层顶面处的自重应力：=17.2×0.6+19.3×2.5=58.57下卧层承载力特征值：=58.57/3.10=18.89KN/㎡=+··(d-0.5)=180+1.0×18.89×(3.1-0.5)=229.11验算：=58.57+79.26=137.83kpa<=292.65kpa(可以)经验算该基础底面尺寸及埋深满足要求。B柱(1)初估基底尺寸因为C、D轴间距仅2.4，C、D柱分别设为独立基础场地也不够，所以将两柱做成双柱联合基础。- ----因为两柱荷载对称，所以联合基础近似按中心受压设计基础，基础室外埋深1.8，室内埋深2.4。如图8-6.≥=设，取b=2.50m，=5.00m，A=。因b=2.5m<3m，则不用对作宽度修正。(2)按持力层强度验算基底尺寸：基底形心处竖向力=+=2×1027.04+20×2.5×5×0.5×(1.8+2.4)=2579.08KN<=218.69(3)按软卧层强度验算基底尺寸软卧层顶面处土的自重应力：由E/E=7.5/2.5=3z/b=[(2.5+0.6)-1.8]/2.5=0.52>0.5查表得tan=0.424,下卧层顶面处的附加应力：==98.29下卧层顶面处的自重应力：=17.2×0.6+19.3×2.5=58.57下卧层承载力特征值：=58.57/3.10=18.89KN/㎡=+··(d-0.5)=180+1.0×18.89×(3.1-0.5)=229.11验算：=58.57+98.29=156.86kpa<=229.11kpa(可以)经验算该基础底面尺寸及埋深满足要求。- ----9.3抗震验算根据《建筑抗震设计规范》(GB50011-2001)，本工程需进行地基抗震验算；荷载标准组合：A柱：上部传来竖向力：620.29+78.63+126.45=825.37KN底层墙：(1.87+7.52+2.4)×3.5×3/2+(1.94+7.52+2.4)×5.1/2=92.14KN竖向力：=917.51KN上部传来弯矩：5.47+0.88+112.89=119.24KN·m底层墙：(1.87+7.52+2.4)×3.5×3/2×0.15=9.29KN·m弯矩：=119.24+9.29=128.53KN·m柱底剪力：=-4.10-0.66-37.63=-42.39KN(B-C)柱：上部传来竖向力：(712.80+129.07+32.67)×2=1749.08KN底层墙：[(1.87+7.52+2.4)×3.5×3/2+(1.94+7.52+2.4)×5.1/2]×2=184.28KN竖向力：=1933.36KNB柱基础持力层强度验算：基底形心处竖向力：=+=917.51+20×1.7×3.4×0.5×(1.8+2.4)=1160.27KN基底形心处弯矩：=128.53+42.39×0.6=153.96KN·m偏心距：===0.133