土木工程中某社区居民楼设计计算书论文

'土木工程中某社区居民楼设计计算书毕业论文目录摘要4Abstract5绪论61设计资料71.1工程名称71.2工程概况71.3建筑等级71.4设计荷载71.5抗震设防71.6气象资料71.7地质资料81.8材料选用82结构选型82.1柱网布置82.2框架结构承重方案的选择82.3计算单元选取92.4梁、柱截面尺寸的初步估计103侧移刚度的计算133.1梁线刚度ib的计算（I=2I0)133.2柱线刚度ic的计算(I=I0)143.3相对线刚度计算144恒荷载作用下内力计算154.1恒荷载标准值计算15104 4.2恒载作用下框架的所受荷载174.3恒载作用下框架的内力计算235活荷载标准值计算325.1活荷载标准值325.2活载作用下框架所受荷载335.3活载作用下框架的内力计算376风荷载作用456.1风荷载标准值456.2侧移刚度D466.3风荷载作用下框架侧移计算476.4框架柱的剪力分配计算486.5框架柱反弯点高度的计算496.6框架柱端的剪力弯矩及梁端的弯矩计算507水平地震荷载作用537.1重力荷载代表值的计算537.2水平地震作用力的计算（基底剪力法）547.3水平地震作用下框架的侧移验算567.4水平地震作用下框架内力计算（D值法）568荷载和内力组合628.1梁的内力组合638.2柱的内力组合表649框架梁、柱配筋799.1框架横梁配筋799.2框架柱配筋8410板的配筋8810.1双向板计算88104 11楼梯设计9111.1设计参数9111.2楼梯板（TB-1）计算9111.3平台板计算9311.4平台梁计算9412基础设计9612.0地基基础设计等级9612.1确定基底尺寸9612.2地基承载力验算9712.3基础受冲切承载力验算9812.4基础底板配筋计算98结束语100参考文献101致谢102104 摘要本计算书是针对武汉理工大学土木工程与建筑学院土木工程专业2009级毕业设计“大湾社区居民楼设计”所做的书面成果。本居民楼为七层钢筋混凝土框架结构。在建筑设计部分中，主要针对设计初期的几个建筑方案从各个方面对他们进行比较，并确定最终的方案，确定其具体的建筑构造，做法和材料。在结构设计部分中，首先确定第④轴的横向框架作为本次手算的任务，并最终选择方案，确定其具体所受的荷载，其中包括恒荷载，活荷载，风荷载，地震作用，计算梁柱板与内力进行组合后得到各截面的控制内力，最后进行各构件的配筋计算此外，还进行了结构方案中的室内楼梯设计，完成梯段板，平台板，平台梁等构件的内力计算和配筋计算及施工图绘制。根据工程地质资料，结构采用独立基础结构设计过程中前40天的时间是先用建筑结构设计软件PKPM对整个结构进行计算，然后在后一个半月的时间里选一榀具有代表性的框架进行手算，这样既使自己掌握了PKPM软件的基本应用，同时能是自己对本科四年所学的东西有一个很好的回顾。并把手算与电算的结果进行对比，使自己对框架结构的受力有一个更明确的目的。关键词：毕业设计，居民楼，钢筋混凝土框架结构，抗震设计，独立基础104 AbstractThewrittenachievementwhichDaWancommunityresidentsbuildingdesignofthisaccountbookaimsatWuhanUniversityofTechnologycivilengineeringspecialized2009levelofgraduationproject.Thisteachingbuildingissevenreinforcedconcreteconstruction.Inthearchitecturaldesignpart,wemainlyaimsatthedesigninitialperiodseveralbuildingplantocarryonthecomparisonfromeachaspecttothem,finallyandchoosestheplan,anddetermineditsconcreteconstructionstructure,theprocedureandthematerial.Inthestructuraldesignpart,wedeterminedthefourthaxlecrosswiseframeasthedutywhichcalculatedforthishand,itisclearaboutitscomputationdiagramandeachcomputationparameter;Thenaccordingtothebuildingprocedurewedetermineditsreceivesthedeadload,theliveload,thewindload,theearthquakefunction,afterthecomputationbeamcolumnboardandthefoundationendogenicforcewecarriesonthecombinationtoobtainvarioussectionscontrolendogenicforce;Finallywecarriesonvariouscomponentstomatchthemusclecomputationinaddition,butalsocarriedoninthestructureplanroomthestaircasedesign,aftercompletedcomponentandsooncarriageboard,evenplaten,platformLianginsidecomputationsandmatchesthemusclecomputationandtheconstructiondrawingplanbasisengineeringgeologymaterial,thestructureusestheindependentfoundationinthestructuraldesignprocess,Thepartauxiliarycarriesontheelectricityby“ＰＫＰＭ”tocalculate,guaranteedthecomputationachievementthereliability,weachievedthecalculatedachievementandcarriesonthecontrastanalysisgoal．KeyWord:Graduationproject；residentialbuilding；reinforcedconcrete,；earthquakeresistancedesign,；independentfoundation104 绪论土木工程是具有很强的实践性的学科，这次毕业设计也就是对我们四年的大学学习一个很好的实践锻炼的机会。虽然说，随着计算机的普及，各类程序的逐渐成熟，使得设计周期变得越来越短，计算也越来越简单，可电脑毕竟是一个程序，它只会按照编好的一步一步计算，而结果是否合理，经济，计算的模型是否符合真实的工程，这就需要人为的去调整，去复核，这样就要求必须知道计算中的任何一步是怎么得来的，了解掌握其原理和过程。故本次毕业设计不但要求掌握PKPM的计算建模的方法，还需要手算一榀框架，进一步掌握和巩固所学的专业知识。本次毕业设计的题目是大湾社区居民楼设计，结构设计部分主要是先进行结构的选型，柱网的布置，梁柱截面的估计，再用PKPM建模计算整体的受力是否合理，由于是小高层，除了要满足梁柱的截面受力要求，还必须考虑整体的平扭比，位移比，调整后绘出整套的完整的施工图纸，手算任务为选取一榀有代表性的框架进行荷载统计，内力计算、组合及验算，主要：分层法计算荷载作用下的框架内力，D值发计算风荷载下框架内力，底部剪力法计算地震荷载作用下框架内力，再内力组合获得控制截面，最后进行各个构件的配筋及验算。以上的设计内容涵盖了整个大学所学的知识，将所学的知识系统化，整体化了。104 1设计资料1.1工程名称大湾社区居民楼设计1.2工程概况建筑总高度为22.2m，共7层，层高为3m，楼梯间出屋面高3.0m。室外绝对标高为27.2m，室内外高差为500mm，底层室内设计标高±0.000。建筑总面积为2969.9m2。1.3建筑等级建筑物耐久等级为二级，耐火等级为二级，防水等级为二级。1.4设计荷载基本风压：0.35KN/m2，采用50年一遇的风压值,地面粗糙度B类。基本雪压：0.50KN/m2，采用50年一遇的雪压值。1.5抗震设防本工程建筑抗震设防类别均为丙类,抗震设防烈度6度,设计基本地震加速度值为0.05g,设计地震分组为第三组,场地土类型为中软场地土,建筑场地类别为II类,建筑的设计特征周期为0.45s。框架抗震等级为四级。1.6气象资料（1）主导风向：夏季：东南风；冬季：东北风。（2）气温：最热月平均温度30oC，低温约零下10℃左右。（3）中温带大陆性气候，冬无严寒、夏无酷暑，气候干燥。（4）降水：平均年降雨量360mm。104 1.7地质资料1.8材料选用（1）混凝土：梁、板为C25，柱、基础为C30（2）墙体：外墙、分户墙采用200mm厚加气混凝土砌块局部隔墙用100mm厚轻质隔墙（3）钢筋：柱，梁纵筋:HRB400级（Ⅲ级）板钢筋：HPB400级（Ⅲ级）柱箍筋：HPB300级（Ⅰ级）梁箍筋：HPB300级（Ⅰ级）基础钢筋：HRB400级（Ⅲ级）2结构选型采用钢筋混凝土现浇框架结构体系。屋面,楼面均采用现浇钢筋混凝土肋形楼盖,屋面板厚为120mm,楼面板厚为100mm。楼梯采用钢筋混凝土板式楼梯。2.1柱网布置本住宅标准层柱网布置图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。104 2.3计算单元选取框架结构的计算单元如图所示，取④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。底层柱高从基础顶面算至二层楼面，基顶标高根据地质条件、室内外高差，定为-1.50m，二层楼面标高为3.00m，故底层柱高为4.50m。其余各层柱高从楼面算至上一层楼面，故均为3.00m。框架结构的计算单元简图2.2所示：图2.1柱网布置图104 图2.2计算单元选取简图2.4梁、柱截面尺寸的初步估计：2.4.1梁截面初选（④轴）（1）横向框架梁：D-B跨：Lo=4200mm,,取h=450mm,,取b=200mm,故初选截面尺寸为：b×h=200mm×450mm104 B-A跨：Lo=4200mm,,取h=450mm,,取b=200mm,故初选截面尺寸为：b×h=200mm×450mm（2）纵向框架梁：D、C轴：Lo=5100mm,，取h=450mm,取b=250mm,故初选截面尺寸为：b×h=250mm×450mmB、A轴：Lo=3300mm,，取h=400mm取b=200mm，故初选截面尺寸为：b×h=200mm×400mm（3）横向次梁、纵向次梁：选截面尺寸为：b×h=200mm×400mm2.4.2柱截面初选（④轴）框架柱的截面尺寸根据柱的轴压比限值，按下列公式计算：为简便计算，简化为：式中：--混凝土轴心抗压强度设计值，底层柱采用C30混凝土，故N—上面五层楼面传下来的荷载，n--验算截面以上的楼层层数。q--取单位建筑面积上重力荷载代表值则D轴柱：取柱为B轴柱：104 取柱为A轴柱：取柱为图2.3计算单元立面示意图具体尺寸由下图2.4所示：104 图2.4梁柱截面尺寸示意图3侧移刚度的计算说明：（1）梁计算长度为支座中心线的距离；（2）考虑板对梁刚度的影响，中框架梁取2.0，边框架梁取1.5；（3）柱计算长度：底层取1.0H；其余各层为1.25H。(其中H对底层柱为从基础顶面到一层楼盖顶面的高度)3.1梁线刚度ib的计算（I=2I0)表3.1梁线刚度类别b×h（mm×mm）I0=bh3/12（mm4）Ec（N/mm2）l（mm）ib=2EcI0/l（N·mm）DB跨200×4501.5×1093×10452001.73×1010104 BA跨200×4501.5×1093×10447001.91×10103.2柱线刚度ic的计算(I=I0)表3.2柱线刚度柱b×h（mm×mm）Ic=bh3/12（mm4）Ec（N/mm2）hc（mm）ic=EcIc/hc（N·mm）底层350×3505.21×1093.0×10445001.67×1010二~七层350×3505.21×1093.0×10430002.50×10103.3相对线刚度计算令BD跨梁ib=1.0，则其余各杆件的相对线刚度为：i=i*/ib(3-1)式中：i*—当前杆件的线刚度；ib—BC跨梁的线刚度。表3.3相对线刚度杆件BD跨梁AB跨梁底层柱二～七层柱线刚度i1.0001.1040.9651.445梁柱相对线刚度如图3.1所示：104 图3.1相对线刚度示意图4恒荷载作用下内力计算4.1恒荷载标准值计算查《荷载规范》可取：（1）屋面永久荷载标准值（上人）104 保护层：30厚C20细石混凝土保护层1.0KN/m2防水层：三毡四油防水层0.4KN/m2找平层：20厚水泥砂浆找平20KN/m3×0.02m=0.40KN/m2找坡层：30厚水泥焦渣找2％坡14KN/m3×0.03m=0.42KN/m2保温层：120厚水泥蛭石7KN/m3×0.12m=0.84KN/m2结构层：120厚钢筋混凝土板25KN/m3×0.12m=3.0KN/m2抹灰层：10厚混和砂浆17KN/m3×0.01m=0.17KN/m2合计6.23KN/m2（2）各层楼面：1.5KN/m2100厚钢筋混凝土板25KN/m3×0.10m=2.5KN/m2抹灰层：10厚混和砂浆17KN/m3×0.01m=0.17KN/m2合计4.17KN/m2（3）梁自重a.b×h=200mm×450mm屋面层自重25KN/m3×0.20m×（0.45m－0.12m）=1.65KN/m抹灰层：10厚混和砂浆0.01m×（0.45m－0.12m）×2×20KN/m3=0.13KN/m合计1.78KN/m标准层自重25KN/m3×0.20m×（0.45m－0.10m）=1.75KN/m抹灰层：10厚混和砂浆0.01m×（0.40m－0.10m）×2×20KN/m3=0.12KN/m合计1.87KN/mb.b×h=250mm×450mm屋面层自重25KN/m3×0.25m×（0.45m－0.12m）=2.06KN/m抹灰层：10厚混和砂浆0.01m×（0.45m－0.12m）×2×20KN/m3=0.13KN/m合计2.19KN/m标准层自重25KN/m3×0.25m×（0.45m－0.10m）=2.19KN/m抹灰层：10厚混和砂浆0.01m×（0.45m－0.10m）×2×20KN/m3=0.14KN/m合计2.34KN/mc、次梁：b×h=200mm×400mm梁自重：25KN/m3×0.2m×0.4m=2.0KN/m合计：2.0KN/m（4）柱自重b×h=350×35025KN/m3×0.35m×0.35m=3.06KN/m抹灰层：10厚混和砂浆17KN/m3×0.01m×0.35m×4=0.24KN/m合计3.30KN/m（5）外墙自重标准层墙体0.25m×7KN/m3×（3m-0.45m）=4.46KN/m混和砂浆粉刷内墙17KN/m3×0.020m×（3m-0.45m）=0.87KN/m104 水刷石外墙面0.5KN/m3×3m=1.5KN/m合计6.83KN/m（6）内墙自重标准层墙体0.2m×7KN/m3×（3m-0.45m）=3.57KN/m混和砂浆粉刷内墙2×17KN/m3×0.020m×（3.0m-0.45m）=1.73KN/m合计5.31KN/m（7）女儿墙0.2m×7KN/m3×1.1m=1.54KN/m混凝土压顶0.1m25KN/m3×0.010m×0.2m=0.50KN/m三面粉刷0.5KN/m2×（0.20m+1.2m×2）=1.30KN/m合计3.34KN/m4.2恒载作用下框架的所受荷载标准层板传荷载示意图如图4.1所图4.1标准层板传荷载示意图4.2.1框架梁的恒载4.2.1.1屋面板传荷载：①板传至杆件的梯形荷载可等效为：α＝1.55/3.9＝0.397104 ①板传至杆件的三角形荷载可等效为：②板传至杆件的梯形荷载可等效为：α＝0.9/3.9＝0.231②板传至杆件的三角形荷载可等效为：③板传至杆件的梯形荷载可等效为：α＝0.925/2.9＝0.319③板传至杆件的三角形荷载可等效为：④板传至杆件的梯形荷载可等效为：α＝0.65/3.3＝0.197④板传至杆件的三角形荷载可等效为：⑤板传至杆件的梯形荷载可等效为：α＝1.45/3.35＝0.433⑤板传至杆件的三角形荷载可等效为：⑥板传至杆件的梯形荷载可等效为：α＝1.65/4.7＝0.351⑥板传至杆件的三角形荷载可等效为：⑦板传至杆件的梯形荷载可等效为：α＝2.1/4.7＝0.447⑦板传至杆件的三角形荷载可等效为：104 杆件1传至梁上的荷载：（2.00KN/m+4.78KN/m+5.65KN/m+）×1.45m=18.02KN杆件2传至梁上的荷载：（2.19KN/m+3.77KN/m+3.50KN/m+）×2.55m+27.87/2=38.06KN杆件3传至梁上的荷载：（2.00KN/m+7.21KN/m+5.08KN/m+）×1.95m=27.87KN4.2.1.2标准层板传荷载：①板传至杆件的梯形荷载可等效为：α＝1.55/3.9＝0.397①板传至杆件的三角形荷载可等效为：②板传至杆件的梯形荷载可等效为：α＝0.9/3.9＝0.231②板传至杆件的三角形荷载可等效为：③板传至杆件的梯形荷载可等效为：α＝0.925/2.9＝0.319③板传至杆件的三角形荷载可等效为：④板传至杆件的梯形荷载可等效为：α＝0.65/3.3＝0.197④板传至杆件的三角形荷载可等效为：⑤板传至杆件的梯形荷载可等效为：α＝1.45/3.35＝0.433⑤板传至杆件的三角形荷载可等效为：104 ⑥板传至杆件的梯形荷载可等效为：α＝1.65/4.7＝0.351⑥板传至杆件的三角形荷载可等效为：⑦板传至杆件的梯形荷载可等效为：α＝2.1/4.7＝0.447⑦板传至杆件的三角形荷载可等效为：杆件1传至梁上的荷载：（2.00KN/m+3.20KN/m+3.79KN/m+）×1.45m=13.04KN杆件2传至梁上的荷载：（2.19KN/m+4.05KN/m+2.53KN/m+）×2.55m+19.95/2=32.34KN杆件3传至梁上的荷载：（2.00KN/m+3.4KN/m+4.83KN/m+）×1.95m=19.95KN图4.2恒载作用下框架梁受力示意图104 组合结果：屋面框架梁图4.3恒载作用下框架梁受力图标准层框架图4.4恒载作用下框架梁受力图4.2.2柱纵向集中恒荷载计算4.2.2.1D轴柱顶层柱：板传荷载化为集中荷载为：则顶层柱荷载为：（女儿墙自重＋主梁自重＋板传荷载）标准层柱：板传荷载化为集中荷载为：则标准层柱荷载为：（外墙自重＋主梁自重＋板传荷载）104 基础层顶面：（外墙自重＋基础梁自重）4.2.2.2B轴柱顶层柱：板传荷载化为集中荷载为：则顶层柱荷载为：（板传荷载+主梁自重）标准层：板传荷载化为集中荷载为：则标准层柱荷载为：（内墙自重＋主梁自重＋板传荷载）基础层顶面：（内墙自重+基础梁自重）4.2.2.3A轴柱顶层柱：板传荷载化为集中荷载为：则顶层柱荷载为：（女儿墙自重＋主梁自重＋板传荷载）标准层柱：板传荷载化为集中荷载为：则标准层柱荷载为：（外墙自重＋主梁自重＋板传荷载）基础层顶面：（外墙自重＋基础梁自重）104 柱自重：3.30KN/m×3.0m=9.9KN框架在竖向恒荷载作用下的受荷总图如图4.5所示:（图中数值均为标准值）图4.5竖向恒荷载作用下的受荷总图（说明：图中节点荷载的单位为KN，均布荷载单位为KN/m；）4.3恒载作用下框架的内力计算4.3.1采用分层法计算恒载作用框架弯矩4.3.1.1BA跨梁的固端弯距可按如图4.6所示求得：104 图4.6BA跨梁固端弯矩求解图屋面层：均布荷载作用:标准层：DB跨梁的固端弯距可按如图4.7所示求得：屋面层：集中力作用：均布荷载作用:部分均布荷载时：标准层最后固端弯矩：104 图4.7DB跨梁固端弯矩求解图用同样的方法标准层：104 4.3.1.2各结点的分配系数为各杆件的相对线刚度与交汇于此结点的所有杆件的线刚度之和的比值，公式如下：（4-1）为修正分层法的误差，一般层柱的线性刚度降低0.9，相应的传递系数取1/3，底层柱的线性刚度不降低，相应的传递系数取1/2.图4.8分层法示意图1）顶层分配系数计算如下104 2）标准层分配系数计算如下3）底层分配系数计算如下104 表4.1恒载弯距计算D轴线B轴线A轴线上柱下柱左梁右梁上柱下柱左梁右梁上柱下柱0.5630.4370.2940.3820.3240.4590.541-50.1463.07-34.9834.9828.2288221.91118-8.25846-10.7304-9.10116-16.0558-18.9242-4.1292310.95559-8.02791-4.550582.3247561.804474-0.86074-1.11837-0.948572.0887162.46186430.55358-30.553664.90639-11.8488-53.057616.46232-16.46230.3610.3610.2780.2130.2760.2760.2350.2980.3510.351-33.0644.98-21.2421.2411.9346611.934669.19068-5.05662-6.55224-6.55224-5.5789-6.32952-7.45524-7.45524-2.528314.59534-3.16476-2.789450.912720.912720.70287-0.30471-0.39484-0.39484-0.336190.8312560.9790970.97909712.8473812.84738-25.694844.21401-6.94708-6.94708-30.319812.95229-6.47614-6.476140.3610.3610.2780.2130.2760.2760.2350.2980.3510.351-33.0644.98-21.2421.2411.9346611.934669.19068-5.05662-6.55224-6.55224-5.5789-6.32952-7.45524-7.45524-2.528314.59534-3.16476-2.789450.912720.912720.70287-0.30471-0.39484-0.39484-0.336190.8312560.9790970.97909712.8473812.84738-25.694844.21401-6.94708-6.94708-30.319812.95229-6.47614-6.476140.3610.3610.2780.2130.2760.2760.2350.2980.3510.351-33.0644.98-21.2421.2411.9346611.934669.19068-5.05662-6.55224-6.55224-5.5789-6.32952-7.45524-7.45524-2.528314.59534-3.16476-2.78945104 0.912720.912720.70287-0.30471-0.39484-0.39484-0.336190.8312560.9790970.97909712.8473812.84738-25.694844.21401-6.94708-6.94708-30.319812.95229-6.47614-6.476140.3610.3610.2780.2130.2760.2760.2350.2980.3510.351-33.0644.98-21.2421.2411.9346611.934669.19068-5.05662-6.55224-6.55224-5.5789-6.32952-7.45524-7.45524-2.528314.59534-3.16476-2.789450.912720.912720.70287-0.30471-0.39484-0.39484-0.336190.8312560.9790970.97909712.8473812.84738-25.694844.21401-6.94708-6.94708-30.319812.95229-6.47614-6.476140.3610.3610.2780.2130.2760.2760.2350.2980.3510.351-33.0644.98-21.2421.2411.9346611.934669.19068-5.05662-6.55224-6.55224-5.5789-6.32952-7.45524-7.45524-2.528314.59534-3.16476-2.789450.912720.912720.70287-0.30471-0.39484-0.39484-0.336190.8312560.9790970.97909712.8473812.84738-25.694844.21401-6.94708-6.94708-30.319812.95229-6.47614-6.476140.3980.2960.3060.2290.30.2180.2350.3280.3860.286-33.0644.98-21.2421.2413.157889.7857610.11636-5.43646-7.122-5.17532-5.5789-6.96672-8.19864-6.07464-2.718235.05818-3.48336-2.789451.0818560.8045960.831778-0.36063-0.47245-0.34331-0.370080.914941.0767280.79778314.2397410.59036-24.830144.24109-7.59445-5.51863-30.672312.39877-7.12191-5.27686104 恒荷载作用下框架的内力图如图4.10、4.11、4.12所示：图4.9恒荷载作用下弯距图（KN·m）104 图4.10恒荷载作用下剪力图（KN）104 图4.11恒荷载作用下轴力图（KN）5活荷载标准值计算5.1活荷载标准值查规范得活荷载取值如下：（1）屋面和楼面活荷载标准值上人屋面2.0KN/m2住宅2.0KN/m2104 消防楼梯间3.5KN/m2（2）雪荷载SK=urS0=1.0×0.50=0.50KN/m2（式中ur为屋面积雪分布系数）屋面活荷载与雪荷载不同时考虑，两者取大值5.2活载作用下框架所受荷载5.2.1屋面板和标准层活载一样，故：①板传至杆件的梯形荷载可等效为：α＝1.65/3.9＝0.423①板传至杆件的三角形荷载可等效为：②板传至杆件的梯形荷载可等效为：α＝0.9/3.9＝0.231②板传至杆件的三角形荷载可等效为：③板传至杆件的梯形荷载可等效为：α＝0.925/2.9＝0.319③板传至杆件的三角形荷载可等效为：④板传至杆件的梯形荷载可等效为：α＝0.65/3.3＝0.197④板传至杆件的三角形荷载可等效为：⑤板传至杆件的梯形荷载可等效为：α＝1.45/3.35＝0.433⑤板传至杆件的三角形荷载可等效为：⑥板传至杆件的梯形荷载可等效为：104 α＝1.65/4.7＝0.351⑥板传至杆件的三角形荷载可等效为：⑦板传至杆件的梯形荷载可等效为：α＝2.1/4.7＝0.447⑦板传至杆件的三角形荷载可等效为：杆件1传至梁上的荷载：（1.53KN/m+1.81N/m+）×1.45m=4.85KN杆件2传至梁上的荷载：（2.06KN/m+1.63KN/m+）×2.55m+7.80/2=12.20KN杆件3传至梁上的荷载：（2.37KN/m+1.63KN/m+）×1.95m=7.80KN图5.1活荷载满布作用下框架梁受力示意图104 图5.2（1）活荷载满布作用下框架梁受力图图5.2（2）活荷载DB跨布下框架梁受力图图5.2（3）活荷BA跨布下框架梁受力图5.2.2柱的集中力D轴柱：板传荷载化为集中荷载为：B轴柱104 A轴柱框架在竖向活荷载作用下的受荷总图如图所示:图5.3框架在竖向活荷载作用下的受荷总图（图中数值均为标准值）104 5.3活载作用下框架的内力计算5.3.1采用弯矩二次分配法计算活载作用框架弯矩5.3.1.1BA跨梁的固端弯距可按如图5.4所示求得：图5.4BA跨梁固端弯矩求解图均布荷载作用:DB跨梁的固端弯距可按如图5.5所示求得：集中力作用：均布荷载作用:部分均布荷载时：最后固端弯矩：104 图5.5DB跨梁固端弯矩求解图104 5.3.1.2各结点的分配系数为各杆件的相对线刚度与交汇于此结点的所有杆件的线刚度之和的比值，公式如下：（4-1）1）顶层分配系数计算如下2）标准层分配系数计算如下3）底层分配系数计算如下104 表5.1活载弯距计算D轴线B轴线A轴线上柱下柱左梁右梁上柱下柱左梁右梁上柱下柱　0.5910.4090.282　0.4070.3110.433　0.567　-14.05　18.54　　-10.18　10.18　8.303555.74645-2.35752-3.40252-2.59996-4.40794　-5.772062.606275-1.178762.873225-1.2122-2.20397-1.29998　-1.84258-0.84366-0.583850.153110.2209790.1688561.360728　1.78183210.06616-10.066219.20882-4.39374-14.81515.832808-5.83281　　0.3710.3710.2580.20.290.290.2210.2760.3620.362　-14.0518.54-10.1810.18　5.212555.212553.6249-1.672-2.4244-2.4244-1.84756-2.80968-3.68516-3.685164.1517752.606275-0.8361.81245-1.70126-1.2122-1.40484-0.92378-2.88603-1.84258-2.19708-2.19708-1.527890.501170.7266970.7266970.5537931.560062.0461652.0461657.1672445.621744-12.78919.18162-3.39896-2.9099-12.87868.0066-4.52502-3.48157　　0.3710.3710.2580.20.290.290.2210.2760.3620.362　-14.0518.54-10.1810.18　5.212555.212553.6249-1.672-2.4244-2.4244-1.84756-2.80968-3.68516-3.685162.6062752.606275-0.8361.81245-1.2122-1.2122-1.40484-0.92378-1.84258-1.84258-1.6237-1.6237-1.129150.4033580.5848690.5848690.4457111.2720671.6684361.6684366.1951256.195125-12.390219.08381-3.05173-3.05173-12.98677.718607-3.8593-3.8593　　0.3710.3710.2580.20.290.290.2210.2760.3620.362　-14.0518.54-10.1810.18　5.212555.212553.6249-1.672-2.4244-2.4244-1.84756-2.80968-3.68516-3.68516104 2.6062752.606275-0.8361.81245-1.2122-1.2122-1.40484-0.92378-1.84258-1.84258-1.6237-1.6237-1.129150.4033580.5848690.5848690.4457111.2720671.6684361.6684366.1951256.195125-12.390219.08381-3.05173-3.05173-12.98677.718607-3.8593-3.8593　　0.3710.3710.2580.20.290.290.2210.2760.3620.362　-14.0518.54-10.1810.18　5.212555.212553.6249-1.672-2.4244-2.4244-1.84756-2.80968-3.68516-3.685162.6062752.606275-0.8361.81245-1.2122-1.2122-1.40484-0.92378-1.84258-1.84258-1.6237-1.6237-1.129150.4033580.5848690.5848690.4457111.2720671.6684361.6684366.1951256.195125-12.390219.08381-3.05173-3.05173-12.98677.718607-3.8593-3.8593　　0.3710.3710.2580.20.290.290.2210.2760.3620.362　-14.0518.54-10.1810.18　5.212555.212553.6249-1.672-2.4244-2.4244-1.84756-2.80968-3.68516-3.685162.6062752.9786-0.8361.81245-1.2122-1.3376-1.40484-0.92378-1.84258-2.09199-1.76183-1.76183-1.225210.4284380.6212350.6212350.4734241.3409051.7587231.7587236.0569926.429317-12.486319.10889-3.01536-3.14076-12.9597.787445-3.76902-4.01843　　0.4240.2830.2930.2220.320.2140.2450.3140.4110.275　-14.0518.54-10.1810.18　5.95723.976154.11665-1.85592-2.6752-1.78904-2.0482-3.19652-4.18398-2.79952.606275　-0.927962.058325-1.2122-1.59826-1.0241-1.84258-0.71161-0.47496-0.491750.1669740.2406830.1609570.1842730.9001381.1782050.7883377.8518693.501187-11.353118.90938-3.64672-1.62808-13.64226.859518-4.84835-2.011161.750593-0.81404　-1.00558内力图如图5.5、5.6、5.7所示：104 图5.5活载（满布）作用下弯距图104 图5.6活载（满布）作用下的剪力图（KN）104 图5.7活载（满布）作用下的轴力图（KN）104 6风荷载作用6.1风荷载标准值风荷载标准值的计算公式为：（6-1）式中：基本风压—，；结构基本自振周期的计算：框架结构T1＝0.096n=0.096×7=0.67s风载体型系数—μZ，迎风面取0.8，背风面取-0.5，故＝0.8－（－0.5）＝1.3；风振系数—βZ，因房屋高度<30m，取；查表得查表得风压高度系数—，地面粗糙度为B类；取④轴横向框架，其受荷宽度与计算单元相同，为4.0m。由得沿房屋高度的分布风荷载标准值为：（6-2）根据各楼层的高度(从室外地面算起)，由荷载规范，查取,代入上式，可得各楼层标高处的如下,F转化为节点集中风荷载为：表6.1风荷载计算表格层数F一层1.000.101.051.928.62二层1.000.271.142.076.22三层1.000.401.212.206.61四层1.060.531.262.447.32五层1.140.671.312.718.14六层1.210.801.352.978.90七层1.270.931.393.209.61计算简图如图6.1所示：104 图6.1风荷载转化为节点集中荷载（KN）6.2侧移刚度D侧移刚度D的计算见表6.2。6.3风荷载作用下框架侧移计算水平荷载作用下框架的层间侧移可按下式计算：（6-3）式中：Vj—第j层的总剪力；—第j层所有柱的抗侧移刚度之和；104 —第j层的层间侧移；底层的层间侧移值求出以后，就可以计算各楼板标高处的侧移值的顶点侧移值，各层楼板标高处的侧移值是该层以下各层层间侧移之和j层侧移（j=1，2，3，…，11）风荷载作用下框架侧移计算见表6.3。表6.2侧移刚度D的计算楼层构件名称=ac=D=acic（KN/m）二~七层D轴0.690.268568.60B轴1.450.4214009.66A轴0.760.289178.74=31757.00楼层构件名称=ac=D=acic（KN/m）二~七层D轴1.040.5111279.82B轴2.180.6414276.24A轴1.140.5211629.72=37185.78表6.3风荷载作用下框架侧移计算层次739.619.61317570.000300.00010638.918.51317570.000580.00019538.1426.65317570.000840.00028437.3233.97317570.001070.00036336.6140.58317570.001280.00043236.2246.8317570.001470.0004914.58.6155.41371860.001490.00033uj＝＝0.0022m侧移验算：层间侧移最大值：1/2040＜1/550(满足)6.4框架柱的剪力分配计算风荷载作用下同层各柱子的剪力按该层的柱的抗侧刚度D分配：式中：Vjk为第k柱所分配到得剪力；104 Djk为第k柱的抗侧刚度的D值；VFj为外荷载在框架第j层所产生的总剪力。框架柱各柱的剪力计算分配过程如下表6.4表6.4框架柱的剪力分配计算楼层风荷载Fj（kN）总剪力Vj（kN）抗侧刚度kN/m各柱的分配：kN79.619.61D轴柱85692.59B轴柱140104.24A轴柱91792.7868.918.51D轴柱85694.99B轴柱140108.17A轴柱91795.3558.1426.65D轴柱85697.19B轴柱1401011.76A轴柱91797.7047.3233.97D轴柱85699.17B轴柱1401014.99A轴柱91799.8236.6140.58D轴柱856910.95B轴柱1401017.90A轴柱917911.7326.2246.8D轴柱856912.63B轴柱1401020.65A轴柱917913.53104 18.6155.41D轴柱1128016.81B轴柱1427621.27A轴柱1163017.336.5框架柱反弯点高度的计算框架柱反弯点位置按下列公式计算：y=y0+y1+y2+y3式中：y0—框架柱的标准反弯点高度比；y1—上下层梁线刚度变化时反弯点高度比的修正值；y2、y3—上、下层层高变化时反弯点高度比的修正值；y—框架柱的反弯点高度比。则底层柱需考虑修正值y2，第二层柱需考虑修正值y3，其它柱均无修正。框架结构的反弯点的高度计算如表6.5表6.5框架结构的反弯点高度计算楼层柱子ky0y1y2y3y=y0+y1+y2+y3+y4七层D轴柱0.690.300.000.000.000.30B轴柱1.450.370.000.000.000.37A轴柱0.760.300.000.000.000.30六层D轴柱0.690.350.000.000.000.35B轴柱1.450.420.000.000.000.42A轴柱0.760.370.000.000.000.37五层D轴柱0.690.400.000.000.000.40B轴柱1.450.470.000.000.000.47A轴柱0.760.430.000.000.000.43四层D轴柱0.690.450.000.000.000.45B轴柱1.450.480.000.000.000.48A轴柱0.760.450.000.000.000.45三层D轴柱0.690.450.000.000.000.45B轴柱1.450.480.000.000.000.48A轴柱0.760.450.000.000.000.45二层D轴柱0.690.500.000.000.050.55B轴柱1.450.500.000.000.000.50A轴柱0.760.500.000.000.050.55一层D轴柱1.040.650.00-0.050.000.60B轴柱2.180.560.000.000.000.56A轴柱1.140.660.00-0.050.000.61104 6.6框架柱端的剪力弯矩及梁端的弯矩计算框架柱端剪力、弯距及梁端弯矩分别按下列公式计算：①第i层j柱所分配的剪力为：Vij=ViDij/∑Dij其中，Vi=∑Fi②第i层j柱端弯距为：M柱上＝Vij（1－y）×hM柱下＝Vij×y×h③第i层j梁端弯距为：对于中柱M梁左j＝（M柱下j+1＋M柱上j）M梁右j＝（M柱下j+1＋M柱上j）对于边柱M梁总j＝M柱下j+1＋M柱上j④框架梁端剪力及柱轴力分别按以下公式计算V梁=（M左梁+M右梁）/lNi=∑（V左梁-V右梁）根据上面的公式可以分别计算出各杆件的杆端力矩，见表6.6，于是便可以得其弯矩图如图6.2所示，剪力图、轴力图如图6.3.表,6.6风荷载作用下框架柱端弯矩层号柱D柱B柱Ayyy70.305.452.330.378.014.710.305.832.5060.359.745.240.4214.2110.290.3710.115.9450.4012.948.630.4718.6916.580.4313.179.9440.4515.1212.370.4823.3821.580.4516.2013.2630.4518.0714.780.4827.9325.780.4519.3515.8320.5517.0520.840.5030.9730.970.5518.2622.3210.6030.2545.380.5642.1253.610.6130.4147.57表6.7风荷载作用下框架梁端弯矩计算104 层号75.44543.846144.16675.8331612.0739.079029.835612.612518.18813.911715.07119.111423.75319.178920.77726.137330.44123.763825.74432.608231.8327.239529.50934.096151.09135.082638.00652.733104 图6.2风荷载（左风）作用下风荷载作用下框架结构的M图（kNm）104 图6.3风荷载（左风）作用下框架结构的剪力图104 图6.4风荷载（左风）作用下框架结构的轴力图7水平地震荷载作用7.1重力荷载代表值的计算（1）顶层①恒荷载：女儿墙自重：3.34×4.5×2=30.06KN屋面：6.23×4.5×9.9＝277.55KN梁：2.34×（9.9+4+4+3.1+3.1）=56.39KN柱：3.3×3×3/2＝14.85KN外墙：6.83×（4.5-0.35）×2/2＝28.34KN内墙：5.31×（3.1-0.35+9.9-0.35+4-0.35）/2＝42.35KN②活荷载（不计屋面活荷载）104 雪荷载：0.3×4.5×9.9＝13.37KN则顶层的重力荷载代表值为：（恒荷载＋0.5×活荷载）30.06+277.55+56.39+14.85+28.34+42.35+13.37/2=456.23KN（2）标准层①恒荷载：楼面：4.17×4.5×9.9＝185.77KN梁：2.34×（9.9+4+4+3.1+3.1）=56.39KN柱：3.3×3×3＝29.7KN外墙：6.83×（4.5-0.35）×2＝56.69KN内墙：5.31×（3.1-0.35+9.9-0.35+4-0.35）＝84.7KN②活荷载楼面荷载：2.0×4.5×9.9＝89.1KN则标准层的重力荷载代表值为：（恒荷载＋0.5×活荷载）185.77+56.39+29.7+56.69+84.7+89.1/2=457.8KN（3）底层①恒荷载：楼面：4.17×4.5×9.9＝185.77KN梁：2.34×（9.9+4+4+3.1+3.1）=56.39KN柱：3.3×4.5×3/2＝22.3KN外墙：12.54×（4.5-0.35）×2/2＝52.04KN内墙：11.24×（3.1-0.35+9.9-0.35+4-0.35）/2＝89.64KN②活荷载楼面荷载：2.0×4.5×9.9＝89.1KN则标准层的重力荷载代表值为：（恒荷载＋0.5×活荷载）185.77+56.39+22.3+52.04+89.64+89.1/2=450.7KN7.2水平地震作用力的计算（基底剪力法）(1)结构基本横向自振周期：表7.1横向框架顶点位移计算层次/KN7456.2300456.230031757.00000.01440.38846457.8000914.030031757.00000.02880.37405457.80001371.830031757.00000.04320.34524457.80001829.630031757.00000.05760.30203457.80002287.430031757.00000.07200.24442457.80002745.230031757.00000.08640.17241450.70003195.930037186.00000.08590.0859注：(2)计算水平地震影响系数α1104 由II类场地、设计地震分组第三组，可查得地震特征周期值Tg=0.45s；由设防烈度为6度，多遇地震，查得аmax=0.04。由于,а1=（Tg/T1）0.9аmax=（0.45/0.742）0.9×0.04=0.0256(3)结构等效总重力荷载代表值GeqGeq=0.85∑Gi=0.85×（450.7+457.8×5+456.3）=2716.6KN(4)结构总的水平地震作用标准值FEk及附加水平地震作用△F7FEk=а1Geq=0.0256×2716.6=69.54KN因T11.4Tg，所以考虑顶部附加水平地震作用△F7。△(5)计算各层质点得水平地震作用标准值由Fi=(1-)GiHiFEk/得:F1＝3.04KNF2＝5.14KNF3＝7.20KNF4＝9.26KNF5＝11.32KNF6＝13.38KNF7＝15.38KN水平地震作用示意图如图7.1所示：图7.1水平地震作用示意图104 7.3水平地震作用下框架的侧移验算表7-1地震荷载作用下框架侧移计算表层次720.200020.2000317570.00061/4716613.375733.5757317570.00111/2837511.317944.8936317570.00141/212249.260154.1537317570.00171/175937.202361.3561317570.00191/155325.144566.5006317570.00211/143313.038869.5394371860.00191/2406uj＝＝0.0107m侧移验算：层间侧移最大值：1/1433<1/550(满足)7.4水平地震作用下框架内力计算（D值法）（1）框架柱反弯点位置按下列公式计算：y=yn+y1+y2+y3（7-4）式中：yn—框架柱的标准反弯点高度比；y1—上下层梁线刚度变化时反弯点高度比的修正值；y2、y3—上、下层层高变化时反弯点高度比的修正值；y—框架柱的反弯点高度比。则底层柱需考虑修正值y2，第二层柱需考虑修正值y3，其它柱均无修正。计算结果见表7.2。表7.2框架柱反弯点高度计算楼层柱子ky0y1y2y3y=y0+y1+y2+y3+y4七层D轴柱0.690.300.000.000.000.30B轴柱1.450.370.000.000.000.37A轴柱0.760.300.000.000.000.30六层D轴柱0.690.350.000.000.000.35B轴柱1.450.420.000.000.000.42A轴柱0.760.370.000.000.000.37五层D轴柱0.690.400.000.000.000.40B轴柱1.450.470.000.000.000.47A轴柱0.760.430.000.000.000.43四层D轴柱0.690.450.000.000.000.45104 B轴柱1.450.480.000.000.000.48A轴柱0.760.450.000.000.000.45三层D轴柱0.690.450.000.000.000.45B轴柱1.450.480.000.000.000.48A轴柱0.760.450.000.000.000.45二层D轴柱0.690.500.000.000.050.55B轴柱1.450.500.000.000.000.50A轴柱0.760.500.000.000.050.55一层D轴柱1.040.650.00-0.050.000.60B轴柱2.180.560.000.000.000.56A轴柱1.140.660.00-0.050.000.61（2）框架柱端剪力、弯距及梁端弯矩分别按下列公式计算：①第i层j柱所分配的剪力为：Vij=ViDij/∑Dij（7-5）其中，Vi=∑Fi②第i层j柱端弯距为：M柱上＝Vij（1－y）×h（7-6）M柱下＝Vij×y×h（7-7）③第i层j梁端弯距为：对于中柱M梁左j＝（M柱下j+1＋M柱上j）（7-8）M梁右j＝（M柱下j+1＋M柱上j）（7-9）对于边柱M梁总j＝M柱下j+1＋M柱上j（7-10）④框架梁端剪力及柱轴力分别按以下公式计算V梁=（M左梁+M右梁）/l（7-11）Ni=∑（V左梁-V右梁）（7-12）计算过程如下表所示：表7.3水平地震荷载作用下框架柱端弯矩计算104 层号柱D柱B柱Ayyy70.3011.454.910.3716.849.890.3012.265.2560.3517.679.510.4225.7818.670.3718.3410.7750.4021.8114.540.4731.5027.930.4322.1916.7440.4524.1119.730.4837.2734.410.4525.8321.1330.4527.3222.350.4842.2338.980.4529.2623.9420.5524.2229.610.5044.0144.010.5525.9531.7110.6037.9756.950.5652.8667.280.6138.1759.70表7.4水平地震荷载作用下框架梁弯矩计算层号711.458.088.7612.26622.5717.1218.5523.60531.3224.0826.0832.97438.6531.3033.9142.57347.0536.7839.8550.40246.5839.8343.1549.89167.5846.5050.3769.88水平地震作用下框架的内力图如图7.3、7.4所示：104 图7.3水平地震荷载作用下框架弯矩图（KN·m）104 图7.4水平地震荷载作用下框架结构的轴力图104 图7.5水平地震荷载作用下框架结构的剪力图104 8内力组合在竖向荷载作用下，可以考虑梁端塑性变形内力重分布而对梁端负弯矩进行调幅，调幅系数为现浇框架：0.8-0.9，本设计取。将调幅后的梁端弯矩叠加简支梁的弯矩，则可得到梁的跨中弯矩。支座弯矩调幅降低后，梁跨中弯矩应相应增加，且调幅后的跨中弯矩不应小于简支情况下跨中弯弯矩的50%：只有竖向荷载作用下的梁端弯矩可以调幅，水平荷载作用下的梁端弯矩不能考虑调幅。因此，必须先将竖向荷载作用下的梁端弯矩调幅后，再与水平荷载产生的梁端弯矩进行组合。计算结果见表8-1、8-2横梁弯矩调幅。表8-1恒荷载横梁弯矩调幅横梁弯矩调幅(单位:KN.M)荷载类型恒荷载层号左梁右梁跨度均布荷载集中荷载跨中弯矩左调幅右调幅跨中调幅5-31.53-208.557.0526.990.0058.64-26.80-177.2776.65-327.1-86.679.4528.56227.34358.80-278.04-73.67389.834-43.78-194.357.0524.030.0037.1-37.21-165.2054.96-465.54-190.369.4525.33255.89246.02-395.71-161.81295.213-44.12-196.257.0524.030.0038.35-37.50-166.8156.38-462.52-185.379.4525.33255.89249.72-393.14-157.56298.312-42.23-205.697.0524.030.0035.71-35.90-174.8454.30-447.47-179.539.4525.33255.89261.60-380.35-152.60308.631-33.53-217.937.0524.030.0036.56-28.50-185.2455.42-439.98-153.479.4525.33255.89275.48-373.98-130.45319.99表8-2活荷载横梁弯矩调幅横梁弯矩调幅(单位:KN.M)荷载类型活荷载层号左梁右梁跨度均布荷载集中荷载跨中弯矩左调幅右调幅跨中调幅5-9.38-47.577.056.410.0013.58-7.97-40.4317.85-68.33-25.039.456.4145.0170.88-58.08-21.2877.884-15.23-48.347.056.410.009.76-12.95-41.0914.53-99.13-41.949.456.4149.3351.82-84.26-35.6562.40104 3-14.60-48.707.056.410.009.99-12.41-41.4014.74-98.55-41.029.456.4149.3352.55-83.77-34.8763.022-14.06-50.457.056.410.009.62-11.95-42.8814.46-95.77-39.79.456.4149.3354.69-81.40-33.7564.851-11.59-53.017.056.410.0010.07-9.85-45.0614.92-94.04-33.89.456.4149.3357.91-79.93-28.7367.50设计框架结构的构件时，必须求出各构件的最不利内力，对于构件某一控制截面，可能存在几组最不利内力组合。对于框架梁支座截面，最不利内力是最大负弯矩及最大剪力，但也要组合可能出现的正弯矩，对于框架梁跨中截面，最不利内力是最大正弯矩或可能出现的负弯矩。框架梁最不利内力组合可归纳为梁端截面：，，梁跨中截面：，（可能出现）对于框架柱的上下端截面，可能出现大偏压情况，也可能出现小偏压情况，其最不利内力组合可归纳为框架柱柱端截面：及相应的N，V及相应的M，V及相应的M，V8.1框架结构梁的内力组合8.1.1梁的内力组合设计计算（1）由可变荷载控制的组合当用“恒”表示永久荷载标准值产生的内力，用“活”表示可变荷载标准值产生的内力，用“风”表示风荷载标准值产生的内力，用“震”表示地震荷载标准值产生的内力时，可写出如下组合：①恒+活②恒+风③恒+0.9（活+风）④恒+0.5活+震其中，一般取1.2，当对结构有利是才取1.0。一般取1.4，但对于④中组合，活载前取1.2，地震荷载前取1.3。（2）由永久荷载控制的组合根据组合公式，可表示为：1.35恒+1.4活，其中104 为荷载组合值系数，除书库、贮藏室、电梯机房等为0.9外，其余民用建筑为0.7。综上所述，荷载效应不利组合分别为：①1.2恒+1.4活②1.2恒+1.4风③1.35恒+1.4（0.7活）④1.2恒+0.9（1.4活+1.4风）⑤1.2（恒+0.5活）+1.3震各层梁的内力组合计算具体见表8.2框架结构柱的内力组合8.2.1柱的内力组合计算D、B、A柱内力组合计算见表104 梁内力组合表七层框架梁杆件号DBBA截面位置D跨中B左B右跨中A内力类型MVMMVMVMMV恒荷载①-25.9344.7040.96-55.17-71.80-45.1451.8024.92-14.03-37.50活荷载②-8.5912.5011.70-16.32-21.00-12.5815.007.25-4.93-11.00风荷载左风③5.40-1.700.80-3.80-1.704.20-2.00-0.80-5.80-2.00风荷载右风④-5.401.70-0.803.801.70-4.202.000.805.802.00左地震⑤11.45-3.501.70-8.08-3.508.76-4.10-1.80-12.26-4.10右地震⑥-11.453.50-1.708.083.50-8.764.101.8012.264.10非地震荷载组合Ⅰ-43.1471.1465.53-89.05-115.56-71.7883.1640.05-23.74-60.40Ⅱ-38.6856.0250.27-60.88-83.78-60.0564.9628.78-8.72-42.20Ⅲ-43.4272.6066.76-90.47-117.51-73.2784.6340.75-23.77-61.41Ⅳ-48.7471.5364.90-81.98-110.48-75.3183.5838.03-15.74-56.34地震组合Ⅴ⑤-21.3956.5958.38-86.50-103.31-50.3365.8331.91-35.73-56.93Ⅴ⑥-51.1665.6953.96-65.49-94.21-73.1076.4936.59-3.86-46.27104 梁内力组合表六层框架梁杆件号DBBA截面位置D跨中B左B右跨中A内力类型MVMMVMVMMV恒荷载①-21.8530.8024.54-37.57-48.50-25.7629.3013.65-11.05-24.90活荷载②-10.8813.2010.70-16.32-20.30-10.9714.106.77-6.80-11.90风荷载左风③12.00-3.901.45-9.10-3.909.80-4.70-1.40-12.60-4.70风荷载右风④-12.003.90-1.459.103.90-9.804.701.4012.604.70左地震⑤22.57-7.400.66-17.12-7.4018.55-8.90-2.50-23.60-8.90右地震⑥-22.577.40-0.6617.127.40-18.558.902.5023.608.90非地震荷载组合Ⅰ-41.4555.4444.43-67.93-86.62-46.2754.9025.86-22.78-46.54Ⅱ-43.0242.4231.48-32.34-52.74-44.6341.7414.424.38-23.30Ⅲ-40.1654.5243.62-66.71-85.37-45.5353.3725.06-21.58-45.28Ⅳ-55.0558.5144.76-54.18-78.86-57.0858.8523.15-5.95-38.95地震组合Ⅴ⑤-3.4135.2636.73-77.13-80.00-13.3832.0517.19-48.02-48.59Ⅴ⑥-62.0954.5035.01-32.62-60.76-61.6155.1923.6913.34-25.45104 梁内力组合表五层框架梁杆件号DBBA截面位置D跨中B左B右跨中A内力类型MVMMVMVMMV恒荷载①-23.7230.2025.88-38.34-49.00-24.9130.3014.18-12.24-24.00活荷载②-10.5413.1010.86-16.24-20.40-10.9714.306.85-6.55-11.70风荷载左风③18.20-6.202.15-13.90-6.2015.00-7.50-2.00-19.10-7.50风荷载右风④-18.206.20-2.1513.906.20-15.007.502.0019.107.50左地震⑤31.32-10.703.60-24.08-10.7026.08-12.90-3.50-32.97-12.90右地震⑥-31.3210.70-3.6024.0810.70-26.0812.903.5032.9712.90非地震荷载组合Ⅰ-43.2254.5846.26-68.74-87.36-45.2556.3826.61-23.86-45.18Ⅱ-53.9444.9234.07-26.55-50.12-50.8946.8614.2212.05-18.30Ⅲ-42.3553.6145.58-67.67-86.14-44.3854.9225.86-22.94-43.87Ⅳ-64.6860.5647.45-48.96-76.69-62.6163.8323.131.13-34.09地震组合Ⅴ⑤5.9330.1942.25-87.06-84.95-2.5728.1716.58-61.48-52.59Ⅴ⑥-75.5058.0132.89-24.45-57.13-70.3861.7125.6824.24-19.05104 梁内力组合表四层框架梁杆件号DBBA截面位置D跨中B左B右跨中A内力类型MVMMVMVMMV恒荷载①-23.7230.2025.88-38.34-49.00-24.9130.3014.18-12.24-24.00活荷载②-10.5413.1010.86-16.24-20.40-10.9714.306.85-6.55-11.70风荷载左风③23.80-8.302.30-19.20-8.3020.80-10.00-2.7026.10-10.00风荷载右风④-23.808.30-2.3019.208.30-20.8010.002.70-26.1010.00左地震⑤38.65-13.603.70-31.30-13.6033.91-16.40-8.70-42.57-16.40右地震⑥-38.6513.60-3.7031.3013.60-33.9116.408.7042.5716.40非地震荷载组合Ⅰ-43.2254.5846.26-68.74-87.36-45.2556.3826.61-23.86-45.18Ⅱ-61.7847.8634.28-19.13-47.18-59.0150.3613.24-51.23-14.80Ⅲ-42.3553.6145.58-67.67-86.14-44.3854.9225.86-22.94-43.87Ⅳ-71.7363.2047.64-42.28-74.05-69.9266.9822.25-55.83-30.94地震组合Ⅴ⑤15.4626.4242.38-96.44-88.727.6123.629.82-73.96-57.14Ⅴ⑥-85.0361.7832.76-15.06-53.36-80.5666.2632.4436.72-14.50104 梁内力组合表三层框架梁杆件号DBBA截面位置D跨中B左B右跨中A内力类型MVMMVMVMMV恒荷载①-23.7230.2025.88-38.34-49.00-24.9130.3014.18-12.24-24.00活荷载②-10.5413.1010.86-16.24-20.40-10.9714.306.85-6.55-11.70风荷载左风③30.40-10.303.30-23.80-10.3025.70-12.40-3.50-32.60-12.40风荷载右风④-30.4010.30-3.3023.8010.30-25.7012.403.5032.6012.40左地震⑤47.05-15.905.14-36.78-15.9039.85-19.10-5.28-50.40-19.10右地震⑥-47.0515.90-5.1436.7815.90-39.8519.105.2850.4019.10非地震荷载组合Ⅰ-43.2254.5846.26-68.74-87.36-45.2556.3826.61-23.86-45.18Ⅱ-71.0250.6635.68-12.69-44.38-65.8753.7212.1230.95-11.44Ⅲ-42.3553.6145.58-67.67-86.14-44.3854.9225.86-22.94-43.87Ⅳ-80.0565.7248.90-36.48-71.53-76.1070.0021.2418.14-27.92地震组合Ⅴ⑤26.3823.4344.25-103.57-91.7115.3320.1114.26-84.14-60.65Ⅴ⑥-95.9564.7730.89-7.94-50.37-88.2869.7727.9946.90-10.99104 梁内力组合表二层框架梁杆件号DBBA截面位置D跨中B左B右跨中A内力类型MVMMVMVMMV恒荷载①-23.7230.2025.88-38.34-49.00-24.9130.3014.18-12.24-24.00活荷载②-10.5413.1010.86-16.24-20.40-10.9714.306.85-6.55-11.70风荷载左风③31.80-12.302.30-27.20-12.3029.50-14.90-2.30-34.10-14.90风荷载右风④-31.8012.30-2.3027.2012.30-29.5014.902.3034.1014.90左地震⑤46.58-17.903.38-39.83-17.9043.15-21.60-3.37-49.89-21.60右地震⑥-46.5817.90-3.3839.8317.90-43.1521.603.3749.8921.60非地震荷载组合Ⅰ-43.2254.5846.26-68.74-87.36-45.2556.3826.61-23.86-45.18Ⅱ-72.9853.4634.28-7.93-41.58-71.1957.2213.8033.05-7.94Ⅲ-42.3553.6145.58-67.67-86.14-44.3854.9225.86-22.94-43.87Ⅳ-81.8168.2447.64-32.20-69.01-80.8873.1522.7520.03-24.77地震组合Ⅴ⑤25.7720.8341.97-107.53-94.3119.6216.8616.75-83.48-63.90Ⅴ⑥-95.3467.3733.18-3.97-47.77-92.5773.0225.5146.24-7.74104 梁内力组合表一层框架梁杆件号DBBA截面位置D跨中B左B右跨中A内力类型MVMMVMVMMV恒荷载①-21.0829.7026.38-37.57-49.50-26.1030.8014.33-10.54-23.50活荷载②-9.6913.1011.17-16.07-20.40-11.5614.306.94-5.87-11.70风荷载左风③51.10-15.508.00-35.10-15.5038.00-18.50-7.40-52.70-18.50风荷载右风④-51.1015.50-8.0035.1015.50-38.0018.507.4052.7018.50左地震⑤67.58-20.6010.54-46.50-20.6050.37-24.70-9.76-69.88-24.70右地震⑥-67.5820.60-10.5446.5020.60-50.3724.709.7669.8824.70非地震荷载组合Ⅰ-38.8653.9847.29-67.58-87.96-47.5056.9826.91-20.87-44.58Ⅱ-96.8457.3442.864.06-37.70-84.5262.866.8461.13-2.30Ⅲ-37.9552.9346.56-66.47-86.82-46.5655.5926.15-19.98-43.19Ⅳ-101.8971.6855.81-21.11-65.57-93.7778.2916.6246.36-19.63地震组合Ⅴ⑤56.7416.7252.06-115.18-98.4227.2313.438.67-107.01-67.33Ⅴ⑥-118.9670.2824.665.72-44.86-103.7477.6534.0574.67-3.11104 柱内力组合表七层框架梁杆件号D柱B柱A柱截面位置上端下端层间上端下端层间上端下端层间内力类型MNMNVMNMNVMNMNV恒荷载①-30.50114.6012.80124.60-17.4011.80132.90-6.90142.808.1016.50101.60-6.50111.509.40活荷载②-10.1066.307.2066.30-5.604.4079.40-3.4079.402.405.8058.70-4.5058.703.10风荷载左风③5.40-1.70-2.30-1.702.308.00-0.30-4.70-0.304.805.802.00-2.502.002.50风荷载右风④-5.401.702.301.70-2.30-8.000.304.700.30-4.80-5.80-2.002.50-2.00-2.50左地震⑤11.45-3.50-4.91-3.504.9016.84-0.60-9.89-0.609.9012.264.10-5.254.105.30右地震⑥-11.453.504.913.50-4.90-16.840.609.890.60-9.90-12.26-4.105.25-4.10-5.30非地震荷载组合Ⅰ-50.74230.3425.44242.34-28.7220.32270.64-13.04282.5213.0827.92204.10-14.10215.9815.62Ⅱ左-29.04135.1412.14147.14-17.6625.36159.06-14.86170.9416.4427.92124.72-11.30136.6014.78Ⅱ右-44.16139.9012.14151.90-24.102.96159.90-14.86171.783.0011.68119.12-11.30131.007.78Ⅲ-51.07219.6824.34233.18-28.9820.24257.23-12.65270.5913.2927.96194.69-13.19208.0515.73Ⅳ左-42.52218.9221.53230.92-25.0429.78259.15-18.49271.0318.7934.42198.40-16.62210.2818.34Ⅳ右-56.13223.2021.53235.20-30.839.62259.90-18.49271.786.7019.80193.36-16.62205.2412.04地震组合Ⅴ⑤-27.78172.7513.30184.75-17.8738.69206.34-23.18218.2224.0339.22162.47-17.33174.3520.03Ⅴ⑥-57.55181.8526.06193.85-30.61-5.09207.902.54219.78-1.717.34151.81-3.68163.696.25104 柱内力组合表六层框架梁杆件号D柱B柱A柱截面位置上端下端层间上端下端层间上端下端层间内力类型MNMNVMNMNVMNMNV恒荷载①-12.80227.3014.00237.20-8.506.90229.80-7.90239.704.406.50203.40-7.20213.404.00活荷载②-5.60134.906.20134.90-3.902.90158.60-3.10158.601.603.50119.20-3.90119.202.30风荷载左风③12.00-5.60-5.20-5.604.7014.20-1.10-10.30-1.108.7010.106.80-5.906.805.10风荷载右风④-12.005.605.205.60-4.70-14.201.1010.301.10-8.70-10.10-6.805.90-6.80-5.10左地震⑤17.67-10.90-9.51-10.908.6025.78-2.10-18.67-2.1015.8018.3413.00-10.7713.009.30右地震⑥-17.6710.909.5110.90-8.60-25.782.1018.672.10-15.80-18.34-13.0010.77-13.00-9.30非地震荷载组合Ⅰ-23.20461.6225.48473.50-15.6612.34497.80-13.82509.687.5212.70410.96-14.10422.968.02Ⅱ左1.44264.929.52276.80-3.6228.16274.22-23.90286.1017.4621.94253.60-16.90265.6011.94Ⅱ右-32.16280.609.52292.48-16.78-11.60277.30-23.90289.18-6.90-6.34234.56-16.90246.56-2.34Ⅲ-22.77439.0624.98452.42-15.3012.16465.66-13.70479.027.5112.21391.41-13.54404.917.65Ⅳ左-7.30435.6818.06447.56-9.1929.83474.21-26.36486.0918.2624.94402.84-20.99414.8414.12Ⅳ右-37.54449.7918.06461.67-21.04-5.96476.98-26.36488.86-3.67-0.52385.70-20.99397.701.27104 地震组合Ⅴ⑤4.25339.538.16351.41-1.3643.53368.19-35.61380.0726.7833.74332.50-24.98344.5018.27Ⅴ⑥-41.69367.8732.88379.75-23.72-23.49373.6512.93385.53-14.30-13.94298.703.02310.70-5.91柱内力组合表五层框架梁杆件号D柱B柱A柱截面位置上端下端层间上端下端层间上端下端层间内力类型MNMNVMNMNVMNMNV恒荷载①-14.00339.6014.00349.50-9.907.90327.60-7.90337.505.107.20304.60-7.20314.504.80活荷载②-6.20203.306.20203.30-4.103.10238.20-3.10238.201.803.90179.50-3.90179.502.40风荷载左风③12.90-11.80-8.60-11.806.7018.70-2.40-16.60-2.4012.6013.2014.20-9.9014.207.30风荷载右风④-12.9011.808.6011.80-6.70-18.702.4016.602.40-12.60-13.20-14.209.90-14.20-7.30左地震⑤21.8111.4031.50-4.30-4.3021.3022.1925.9025.9012.30104 -21.60-14.50-21.60-27.93-16.74右地震⑥-21.8121.6014.5021.60-11.40-31.504.3027.934.30-21.30-22.19-25.9016.74-25.90-12.30非地震荷载组合Ⅰ-25.48692.1425.48704.02-17.6213.82726.60-13.82738.488.6414.10616.82-14.10628.709.12Ⅱ左1.26391.004.76402.88-2.5035.66389.76-32.72401.6423.7627.12385.40-22.50397.2815.98Ⅱ右-34.86424.044.76435.92-21.26-16.70396.48-32.72408.36-11.52-9.84345.64-22.50357.52-4.46Ⅲ-24.98657.6924.98671.06-17.3813.70675.70-13.70689.068.6513.54587.12-13.54600.498.83Ⅳ左-8.36648.8113.78660.69-8.6036.95690.23-34.30702.1124.2630.19609.58-26.03621.4617.98Ⅳ右-40.87678.5513.78690.43-25.49-10.18696.28-34.30708.16-7.49-3.08573.80-26.03585.68-0.41地震组合Ⅴ⑤7.83501.421.67513.300.4852.29530.45-47.65542.3334.8939.83506.89-32.74518.7723.19Ⅴ⑥-48.87557.5839.37569.46-29.16-29.61541.6324.97553.51-20.49-17.87439.5510.78451.43-8.79柱内力组合表104 四层框架梁杆件号D柱B柱A柱截面位置上端下端层间上端下端层间上端下端层间内力类型MNMNVMNMNVMNMNV恒荷载①-14.00450.5014.00460.40-9.707.90428.60-7.90438.505.007.20403.90-7.20413.804.70活荷载②-6.20271.806.20271.80-4.103.10317.70-3.10317.701.703.90239.90-3.90239.902.40风荷载左风③15.10-20.20-12.40-20.208.6023.40-4.10-21.60-4.1016.1016.2024.30-13.3024.309.30风荷载右风④-15.1020.2012.4020.20-8.60-23.404.1021.604.10-16.10-16.20-24.3013.30-24.30-9.30左地震⑤24.11-35.20-19.73-35.2013.7037.27-7.10-3.41-7.1025.7029.2642.30-23.9442.3014.80右地震⑥-24.1135.2019.7335.20-13.70-37.277.103.417.10-25.70-29.26-42.3023.94-42.30-14.80非地震荷载组合Ⅰ-25.48921.1225.48933.00-17.3813.82959.10-13.82970.988.3814.10820.54-14.10832.429.00Ⅱ左4.34512.32-0.56524.200.4042.24508.58-39.72520.4628.5431.32518.70-27.26530.5818.66Ⅱ右-37.94568.88-0.56580.76-23.68-23.28520.06-39.72531.94-16.54-14.04450.66-27.26462.54-7.38Ⅲ-24.98874.5424.98887.90-17.1113.70889.96-13.70903.328.4213.54780.37-13.54793.738.70Ⅳ左-5.59857.628.99869.50-5.9742.87909.46-40.60921.3428.4333.97817.57-30.31829.4520.38Ⅳ右-43.64908.528.99920.40-27.64-16.10919.79-40.60931.67-12.14-6.86756.34-30.31768.22-3.05地震组合Ⅴ⑤10.82657.92-5.13669.803.7159.79695.71-15.77707.5940.4349.02683.61-42.10695.4926.32Ⅴ⑥-51.86749.4446.17761.32-31.91-37.11714.17-6.91726.05-26.39-27.06573.6320.14585.51-12.16柱内力组合表104 三层框架梁杆件号D柱B柱A柱截面位置上端下端层间上端下端层间上端下端层间内力类型MNMNVMNMNVMNMNV恒荷载①-14.00559.9014.00569.90-9.507.90532.70-7.90542.604.907.20501.80-7.20511.704.70活荷载②-6.20340.206.20340.20-4.103.10397.20-3.10397.201.703.90300.20-3.90300.202.40风荷载左风③18.10-30.50-14.80-30.5010.4028.00-6.20-25.80-6.2019.0019.4036.70-15.8036.7011.20风荷载右风④-18.1030.5014.8030.50-10.40-28.006.2025.806.20-19.00-19.40-36.7015.80-36.70-11.20左地震⑤27.32-51.10-22.35-51.1015.7042.23-10.30-38.98-10.3028.7029.2661.40-23.9461.4017.00右地震⑥-27.3251.1022.3551.10-15.70-42.2310.3038.9810.30-28.70-29.26-61.4023.94-61.40-17.00非地震荷载组合Ⅰ-25.481148.1625.481160.16-17.1413.821195.32-13.821207.208.2614.101022.44-14.101034.329.00Ⅱ左8.54629.18-3.92641.183.1648.68630.56-45.60642.4432.4835.80653.54-30.76665.4221.32Ⅱ右-42.14714.58-3.92726.58-25.96-29.72647.92-45.60659.80-20.72-18.52550.78-30.76562.66-10.04Ⅲ-24.981089.2624.981102.76-16.8413.701108.40-13.701121.778.2813.54971.63-13.54984.998.70Ⅳ左-1.811062.105.961074.10-3.4648.671131.90-45.891143.7831.9638.001026.65-33.461038.5322.78Ⅳ右-47.421138.965.961150.96-29.67-21.891147.52-45.891159.40-15.92-10.89934.17-33.46946.05-5.45地震组合Ⅴ⑤15.00809.57-8.54821.576.5566.24864.17-62.01876.0544.2149.02862.10-42.10873.9829.18Ⅴ⑥-56.04942.4349.58954.43-34.27-43.56890.9539.33902.83-30.41-27.06702.4620.14714.34-15.02柱内力组合表104 二层框架梁杆件号D柱B柱A柱截面位置上端下端层间上端下端层间上端下端层间内力类型MNMNVMNMNVMNMNV恒荷载①-14.00667.6014.20677.50-11.007.90640.60-7.60650.605.807.20597.40-7.10607.305.30活荷载②-6.20408.706.90408.70-4.103.10476.60-3.60476.601.703.90360.70-4.90360.702.40风荷载左风③17.10-42.80-20.80-42.8010.8031.00-8.80-31.00-8.8024.0018.3051.60-22.3051.6012.10风荷载右风④-17.1042.8020.8042.80-10.80-31.008.8031.008.80-24.00-18.30-51.6022.30-51.60-12.10左地震⑤24.22-69.00-29.61-69.0015.6044.01-14.00-44.01-14.0033.6025.9583.00-31.7183.0017.30右地震⑥-24.2269.0029.6169.00-15.60-44.0114.0044.0114.00-33.60-25.95-83.0031.71-83.00-17.30非地震荷载组合Ⅰ-25.481373.3026.701385.18-18.9413.821435.96-14.161447.969.3414.101221.86-15.381233.749.72Ⅱ左7.14741.20-12.08753.081.9252.88756.40-52.52768.4040.5634.26789.12-39.74801.0023.30Ⅱ右-40.74861.04-12.08872.92-28.32-33.92781.04-52.52793.04-26.64-16.98644.64-39.74656.52-10.58Ⅲ-24.981301.7925.931315.15-18.8713.701331.88-13.791345.389.5013.541159.98-14.391173.349.51Ⅳ左-3.071262.15-0.471274.03-4.7652.451358.15-52.721370.1539.3436.611236.38-42.791248.2624.63Ⅳ右-46.161370.01-0.471381.89-31.97-25.671380.32-52.721392.32-21.14-9.501106.35-42.791118.23-5.86地震组合Ⅴ⑤10.97956.64-17.31968.524.6268.551036.48-68.491048.4851.6644.721041.20-52.681053.0830.29Ⅴ⑥-52.011136.0459.671147.92-35.94-45.871072.8845.931084.88-35.70-22.76825.4029.76837.28-14.69柱内力组合表104 一层框架梁杆件号D柱B柱A柱截面位置上端下端层间上端下端层间上端下端层间内力类型MNMNVMNMNVMNMNV恒荷载①-10.60772.703.50787.50-3.005.50754.30-1.80769.201.605.30690.00-1.10704.901.50活荷载②-3.50477.001.70477.00-1.301.60556.600.80556.600.502.00420.70-1.00420.700.70风荷载左风③30.25-58.30-45.38-58.3017.0042.10-11.60-53.60-11.6021.0030.4070.10-47.6070.1017.40风荷载右风④-30.2558.3045.3858.30-17.00-42.1011.6053.6011.60-21.00-30.40-70.1047.60-70.10-17.40左地震⑤37.97-89.60-58.95-89.6021.3052.86-18.00-67.28-18.0026.6038.17107.70-59.70107.7021.80右地震⑥-37.9789.6058.9589.60-21.30-52.8618.0067.2818.00-26.60-38.17-107.7059.70-107.70-21.80非地震荷载组合Ⅰ-17.621595.046.581612.80-5.428.841684.40-1.041702.282.629.161416.98-2.721434.862.78Ⅱ左29.63845.62-59.33863.3820.2065.54888.92-77.20906.8031.3248.92926.14-67.96944.0226.16Ⅱ右-55.071008.86-59.331026.62-27.40-52.34921.40-77.20939.28-27.48-36.20729.86-67.96747.74-22.56Ⅲ-17.741510.616.391530.59-5.328.991563.77-1.651583.892.659.121343.79-2.471363.902.71Ⅳ左20.991454.80-50.841472.5616.1861.661591.86-68.691609.7429.0147.181446.41-62.561464.2924.61Ⅳ右-55.251601.72-50.841619.48-26.66-44.431621.09-68.691638.97-23.91-29.421269.76-62.561287.64-19.24地震组合Ⅴ⑤34.541096.96-71.421114.7223.3176.281215.72-89.141233.6036.8057.181220.43-79.531238.3130.56Ⅴ⑥-64.181329.9281.861347.68-32.07-61.161262.5285.781280.40-32.36-42.06940.4175.69958.29-26.12104 8.2.2柱的剪力设计值考虑地震作用组合的剪力设计值，对于抗震等级为四级的框架柱，在具体满足“强剪弱弯”，“强柱弱梁”等要求时，有如下规定：柱剪力设计值的计算公式为：节点上，下柱端弯矩设计值取为：柱的剪力设计值D柱B柱A柱7层40.7031.7226.446层31.3135.3524.125层38.4946.0530.614层42.1253.3734.743层45.2458.3638.522层47.4468.1939.981层42.3348.5840.349框架梁、柱配筋9.1框架横梁配筋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：C25混凝土：fc＝11.9N/mm2；ft＝1.27N/mm2钢筋：HPB300：fy＝270N/mm2；HRB400：fy＝360N/mm2；梁截面尺寸：b×h＝200×450；采用单筋矩形截面，取ａs＝30mm；则：h0＝450－30＝420mm；计算公式如下：＝（9-1）（9-2）104 （9-3）（9-4）梁BC、CD各截面的正截面受弯承载力配筋计算见表9.1：=max（0.002,0.001588）=0.002BC、CD梁：As，min=×bh=0.002×200×450=3mm²梁BC、CD斜截面受剪承载力配筋计算见表9.2：当时，按构造配筋；当时，按计算配筋，且配筋需满足最小配筋率要求。表9.1梁DB、BA正截面受弯承载力配筋计算框架梁正截面配筋计算层号梁DB梁BA计算公式左支座D跨中右支座B左支座B跨中右支座A7M(KN·m)51.1666.7690.4775.3140.7535.73(9-1)0.1218580.1590160.2154910.1793810.0970630.085105(9-2)0.1303540.1741860.2456670.1992270.1022950.089072As(9-3)387.8043518.2047730.8597592.7002304.3269264.9904As,min/mm²180180180180180180实配钢筋/mm²2C202C203C203C202C202C20框架梁正截面配筋计算层号梁DB梁BA计算公式左支座D跨中右支座B左支座B跨中右支座A6M(KN·m)62.0944.7677.1361.6125.8648.02(9-1)0.1478920.1066140.1837160.1467490.0615960.114379(9-2)0.1608250.1129980.2046590.1594630.063620.121796As(9-3)478.4538336.1702608.8605474.4038189.2689362.3438As,min/mm²180180180180180180实配钢筋/mm²2C182C183C183C182C182C18104 框架梁正截面配筋计算层号梁DB梁BA计算公式左支座D跨中右支座B左支座B跨中右支座A5M(KN·m)75.547.4587.0670.3826.6161.48(9-1)0.1798340.1130210.2073690.1676380.0633820.14644(9-2)0.1997920.1202520.2349750.1846950.065530.159095As(9-3)594.3822357.7486699.0517549.4662194.9504473.3081As,min/mm²180180180180180180实配钢筋/mm²3C182C183C183C182C182C18框架梁正截面配筋计算层号梁DB梁BA计算公式左支座D跨中右支座B左支座B跨中右支座A4M(KN·m)85.0347.6496.4480.5632.4473.96(9-1)0.2025330.1134740.2297110.1918860.0772690.176166(9-2)0.2286810.1207660.264760.2149980.080510.195221As(9-3)680.3256359.2794787.6604639.6204239.517580.7837As,min/mm²180180180180180180实配钢筋/mm²3C182C184C184C182C182C18框架梁正截面配筋计算层号梁DB梁BA计算公式左支座D跨中右支座B左支座B跨中右支座A3M(KN·m)95.9547.64103.5788.2827.9984.14(9-1)0.2285440.1134740.2466940.2102750.066670.200413(9-2)0.2631740.1207660.2882330.2387830.0690540.225937As(9-3)782.943359.2794857.4934710.3804205.4349672.1636As,min/mm²180180180180180180实配钢筋/mm²4C182C184C184C182C183C18104 框架梁正截面配筋计算层号梁DB梁BA计算公式左支座D跨中右支座B左支座B跨中右支座A2M(KN·m)95.3447.64107.5392.5726.6163.9(9-1)0.2270910.1134740.2561260.2204930.0633820.152204(9-2)0.2612050.1207660.3016110.2523280.065530.165978As(9-3)777.0843359.2794897.2921750.6745194.9504493.7849As,min/mm²180180180180180180实配钢筋/mm²4C182C184C184C182C183C18框架梁正截面配筋计算层号梁DB梁BA计算公式左支座D跨中右支座B左支座B跨中右支座A1M(KN·m)118.9647.64115.18103.7434.05107.01(9-1)0.2833510.1134740.2743480.2470990.0811040.254888(9-2)0.3417470.1207660.3282080.2888020.084690.29984As(9-3)1016.697359.2794976.4192859.1865251.953892.0226As,min/mm²180180180180180180实配钢筋/mm²4C202C204C204C202C203C20验算配筋率：BC、CD跨As=minA0＝0.20％×250×600＝300mm2As=maxA0＝2.5％×250×600＝3750mm2满足配筋率因为梁对于DB跨梁：对于BA跨梁：104 故截面尺寸满足要求。表9.2梁DB、BA斜截面受剪承载力配筋计算框架梁斜截面配筋计算楼层梁位置Vb/KN梁端加密区实配筋非加密区配筋7DB117.51249.9-0.52599BA84.63249.9-0.526226DB86.62249.9-0.5262BA58.85249.9-0.52645DB87.36249.9-0.5262BA63.83249.9-0.526364DB88.72249.9-0.52619BA66.98249.9-0.526343DB91.71249.9-0.52617BA70249.9-0.526322DB94.31249.9-0.52615BA73.15249.9-0.52631DB70.28249.9-0.52632BA77.65249.9-0.52627由上表计算得，按构造配筋时可选：箍筋选用：加密区：8@100双肢箍；其余部分：8@200双肢箍；按计算配筋时：选用双肢箍8，也按构造选间距200mm，加密区选8@100双肢箍。104 验算配筋率：>min＝0.24×9.2框架柱配筋柱的配筋采用对称式，顶层柱考虑了活载的最不利布置，其余层的活载均为满布。由于底层的柱内力最大，故顶层为一种配筋，标准层为另一种配筋。由于底层还有一道地基梁，底层柱计算长度取3000mm，标准层柱计算长度为3000mm。材料：C30混凝土：fc＝14.3N/mm2；ft＝1.43N/mm2钢筋：HPB300：fy＝270N/mm2，f‘y＝270N/mm2；HRB400：fy＝360N/mm2，f‘y＝360N/mm2柱截面尺寸：b×h＝350×350mm2采用单筋矩形截面，取ａs＝30mm；则：h01＝350－30＝320mmh02＝350－30＝320mm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。（1）柱截面尺寸复核h0＝320mm，Vmax＝35.9KN，Nmax＝1464.29KN因为hw/b＝320/350＝0.91<4所以＝0.25×1.0×14.3×320×350/1000＝400.4KN>35.9KN满足要求。轴压比＝＝0.835<[0.90]满足要求（2）正截面受弯计算公式如下：偏心距增大系数:η=1+l02ξ1ξ2h0/1400eih2（9-5）大偏压：As=A‘s＝；（9-6）式中：x＝N/a1fcb小偏压：（9-7）（9-8）式中符号表示的意义：104 -初始偏心距，ea-取20mm和h/30中的较大者（h为偏心方向截面尺寸最大值）-截面曲率修正系数，，当>1时，取=1.0-构件长细比的影响系数，，当<15时，取=1.0-构件的计算长度，e-轴向压力作用点至受拉钢筋合力点的距离，C30混凝土，HRB400钢筋相对界限受压区高度=0.518计算表格如表9.3所示：表9.3框架柱配筋计算第一层轴名DBA组合MmaxNmaxNminMmaxNmaxNminMmaxNmaxNminM/KN·M8186.0050.8429.6389.1468.6965.5479.5362.5636.20N/KN1347.681619.48845.621233.601638.97888.921238.311464.29729.86b(mm)350350350350350350350350350h(mm)350350350350350350350350350e0(mm)6.0740.0310.0350.0720.0420.0740.0640.0430.050h0(mm)320.000320.000320.000320.000320.000320.000320.000320.000320.000ea(mm)20.00020.00020.00020.00020.00020.00020.00020.00020.000ei26.07420.03120.03520.07220.04220.07420.06420.04320.050L0(mm)300030003000300030003000300030003000L0/h8.5718.5718.5718.5718.5718.5718.5718.5718.571A(mm²)122500122500122500122500122500122500122500122500122500ξ10.6500.5411.0360.7100.5340.9850.7070.5981.200ξ21.0001.0001.0001.0001.0001.0001.0001.0001.000η1.4191.4531.8681.5941.4481.8241.5921.5012.005e181.988174.114182.429176.996174.016181.620176.942175.088185.202偏心小小小小小小小小小ξ0.6530.7080.5230.6310.7110.5370.6320.6800.483As189.520455.760-419.219-28.625482.000-382.769-23.252253.097-502.912实配钢筋3C163C163C163C163C163C163C163C163C16104 第七层轴名DBA组合MmaxNmaxNminMmaxNmaxNminMmaxNmaxNminM/KN·M57.5521.5329.0438.6918.4925.3639.2216.6211.68N/KN181.85235.20135.14206.34271.03159.06162.47210.28119.12b(mm)350350350350350350350350350h(mm)350350350350350350350350350e0(mm)0.3160.0920.2150.1880.0680.1590.2410.0790.098h0(mm)320.000320.000320.000320.000320.000320.000320.000320.000320.000ea(mm)20.00020.00020.00020.00020.00020.00020.00020.00020.000ei20.31620.09220.21520.18820.06820.15920.24120.07920.098L0(mm)300030003000300030003000300030003000L0/h8.5718.5718.5718.5718.5718.5718.5718.5718.571A(mm²)122500122500122500122500122500122500122500122500122500ξ14.8163.7246.4814.2453.2325.5075.3914.1657.353ξ21.0001.0001.0001.0001.0001.0001.0001.0001.000η4.9814.1136.3844.5313.7045.5875.4734.4847.144e246.199227.628274.054236.471219.337257.631255.772235.027288.575偏心大小大小小大大小大ξ36.3340.23327.0010.2120.25631.78032.4620.21523.800As85.872-495.907117.900-464.267-528.162101.23699.067-468.985128.776实配钢筋3C163C163C163C163C163C163C163C163C16（3）柱斜截面受剪承载力计算C轴柱：1层：最不利内力组合因为剪跨比λ=Hn/2h0=3/(2×0.32)=4.69>3，所以λ=3。因为0.3fcA=0.3×14.3N/mm2×(350mm)2=525.53kNbc＋2h0＝350+1100=1450mm，取ab=1450mm，b=3000mm故Al＝[（3000×0.5－250－550）×3000－（0.5×3000－250－550）2]×10-6＝1.61m2am＝（500＋1600）×0.5×10-3＝1.05mF1=pn,maxAl=261.52×1.73=452.43kN0.7ftamh0=0.7×1.43×1.05×0.45×103=578.08kN>F1所以柱边的受冲切承载力满足。12.4基础底板配筋计算对柱边截面I-I处：Pn＝（261.52－184.76）×＋184.76＝227.62KN/m=500.87kN·m104 所以基础按配筋，除去基础两侧钢筋净保护层50mm,配22根14（As=3385.8mm2），间距为120mm。基础配筋如图12.1所示：图12.1基础配筋图104 结束语三个月的毕业设计终于完成了。从毕业实习，开题，到建筑设计，结构设计，不但温习了大学学习的知识，也从中学到了很多的新知识。本人毕业设计题目为《大湾社区居民楼设计》，是一个七层的框架结构。为了更好的完成这次毕业设计，我温习了以前的专业课本，并想老师借阅了相关的规范。在毕业设计过程中，先自己估算各个截面，然后用PKPM调整，刚开始只知道满足规范，不出现超筋等就可以了，经过老师的讲解，才知道用各项数值调整，使得整个建筑更加的合理，经济。在毕业设计后期，我们通过所学的基本理论对一榀框架结构进行手算。通过手算，让我更加清晰的了解了结构的传力方式，受力性能等，对结构有了更整体的概念。毕业设计的三个月里，我们设计小组一起完成毕业设计，遇到难题，大家就查询规范，课本，互相帮助讨论，解决彼此遇到的问题，指导老师郅老师也经常为我们解答，帮我们审查图纸，修正我们设计中的不足，衷心的感谢老师。本次设计电算辅助TSSD验算各个构件的单独配筋，手算用EXCEL辅助验算了计算的结果，由于自己水平有限，图和计算书都难免有不妥和疏忽之处，敬请各位老师批评指正。2012年5月25日104 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致谢经过几个月的忙碌工作，毕业设计已经完成了，作为一个本科生，由于经验的缺乏，面对毕业设计，难免会有考虑不全，和自己无法解决问题的时候，如果没有老师细心的指导，没有同学们的一起相互努力，是不可能顺利的完成这次毕业设计的。首先要感谢我的指导老师，为我设计方案的布置，计算结果的分析，以及图纸的修订等，都给于了悉心的指导。再次要感谢和我一起毕业小组的同学们，几个月来，大家放弃周休、节假，每天早起晚归，一起努力，克服毕业设计中遇到的各种困难，解决遇到的任何一个问题，不轻易放过每个细节，尽自己的努力让为自己的大学学习交上一份最为满意的答卷。还要感谢大学四年里所有的老师，是你们为我打下了良好的专业基础，还有我的母校武汉理工大学，四年来对我的栽培。在这里请所有帮助和支持过我的人接受我最诚挚的谢意!学生：刘季2013年5月25日104'