恒拓商务住宅楼【可提供完整设计图纸】

'学士学位毕业设计恒拓商务住宅楼学生姓名：学号：指导教师：所在学院：工程学院专业：土木工程中国·大庆2012年5月 摘要本工程为恒拓商务式住宅楼住宅楼，建筑面积7085m2，占地面积600m2，12层，总高37.2m，采用框架-剪力墙结构，桩基础，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。关键词：住宅，框架-剪力墙结构,桩基础AbstractThisprojectisthehousing,floorspace7085m2,area600m2,twelve,Alwaysaltitude37.2m,usestheframe–shearwallstructure,pilefoundation,designsthebaseServicelifefor50years,thestructuresecurityrankistwolevels,theearthquakeresistancegarrisonstheintensityis7.Thearchitecturaldesignissuitableinlinewiththe"function,economyreasonable,themodelingisartistic,theconditionssuitable"principle,takethenationalcorrespondingstandard,thestandardasthebasis,hascompletedtheconstructionplanedesignwhichthedesignprojectdescriptionrequires,andcarriedoninthisfoundationhassetupthesurface,thesectionplane,thearchitecturedetaildesign,altogetherdrewtheconstructiontoattempt6.Structuraldesigninlinewith"security,suitable,durable"principle,hascarriedontheverticalloadcollection,horizontalloadcollection,endogenicforcecomputation,endogenicforcecombination,structureearthquakeresistance,board,Liang,column,staircase,foundationisostructuralismcomponentdesign.Altogetherdrawsstructuredrawing4.Keywords:Commercialhousing，frame–shearwallstructure,pilefoundation 目录1结构布置及计算简图11.1梁板的截面尺寸11.2柱截面尺寸11.2剪力墙的布置22剪力墙框架及连梁的刚度计算22.1剪力墙刚度计算22.2框架剪切刚度计算72.3连梁的约束刚度102.4结构刚度特征值133重力荷载及水平荷载计算143.1重力荷载143.2横向风荷载193.3横向水平地震作用223.3.1结构基本自振周期223.3.2水平地震作用224水平荷载作用下框架-剪力墙结构内力与位移计算244.1位移计算与验算244.2总框架、总剪力和总连梁内力计算254.2.1横向风荷载作用下254.2.2横向水平地震作用274.3横向风荷载作用下构件内力计算30 4.3.1框架梁、柱内力304.3.2连梁内力334.3.3剪力墙内力344.4横向水平地震作用下构件内力计算354.4.1连梁内力354.4.2框架梁、柱内力计算364.4.3剪力墙内力405竖向荷载作用下框架-剪力墙结构内力计算405.1计算单元及计算简图405.2荷载计算415.2.1⑧轴线框架荷载计算415.2.2⑤轴线剪力墙荷载计算435.3内力计算465.3.1框架内力计算465.3.2剪力墙内力计算516作用效应组合516.1结构抗震等级516.2框架梁弯矩和剪力设计值526.2.1梁支座边缘截面内力标准值526.2.2梁内力组合536.3框架柱弯矩、剪力、轴力设计值586.3.1柱支座边缘截面内力标准值586.3.2柱子内力设计值58 6.4剪力墙弯矩轴力及剪力设计值656.5连梁弯矩及剪力设计值656.5.1连梁内力设计值667构件截面设计687.1框架梁截面设计687.2框架柱截面设计717.2剪力墙截面设计767.2.1剪跨比及轴压比验算767.2.2正截面受压承载力计算777.2.3约束边缘构件和构造边缘构件计算777.3斜截面受剪承载力计算787.4连梁承载力计算798双向板楼盖设计808.1荷载计算808.2按塑性理论计算819基础设计859.1确定桩数和桩的布置869.2计算桩顶荷载869.3群桩承载力及沉降验算869.3承台受冲切承载力验算879.3.1柱边冲切验算879.3.2角柱向上柱冲切验算889.4承台受剪承载力计算88 9.5承台受弯承载力计算889.6桩的强度验算8910楼梯设计8910.1梯段板设计8910.2荷载计算8910.3平台板设计9010.4平台梁设计91黑龙江八一农垦大学毕业设计97 黑龙江八一农垦大学毕业设计1结构布置及计算简图根据对结构使用功能要求及技术经济分析指标等因素的综合分析，该建筑采用钢筋混凝土框架剪力墙结构。标准层结构布置图见图1.1所示。图1.1标准层结构平面布置图1.1梁板的截面尺寸梁的截面高度h=（1/12-1/8）L，由此估算的截面尺寸见下表双向板的厚度可取1/50短边尺寸，本设计取为180mm。表1.1梁、板截面尺寸横梁mm纵梁mm板mm1201.2柱截面尺寸柱的截面尺寸可以根据轴压比限制确定。房屋的高度为37.2m，框架剪力墙结构中的框架为三级抗震等级，轴压比的限值为0.9。单位面积上的重力荷载代表值去，底层混凝土强度等级取C40。根据公式：，，其中，F为按简支状态计算的柱的负载面积，为折算在单位建筑面积上的重力荷载代表值可近似取为，97 黑龙江八一农垦大学毕业设计为考虑地震作用组合后柱轴压力增大系数。所得柱的截面尺寸见表1.2所示。表1.2各层柱截面尺寸及混凝土强度等级层次混凝土强度等级A轴柱/mmC轴柱/mmE轴柱/mmF轴柱/mm1C402-6C357-12C351.2剪力墙的布置对于结构布置图，按照连梁刚接考虑，计算简图见图2.对于带边框的剪力墙，其板的厚度不应小于160mm且不应小于层高的1/20。一层层高为3.6m，二层层高为3.0m，所以各层均取为200mm。图1.2框架剪力墙结构协同工作计算简图2剪力墙框架及连梁的刚度计算2.1剪力墙刚度计算横向剪力墙共有8片，其中W1墙共有3片，W2墙共有1片，W3墙共有4片现在计算W1墙W2墙和W3墙的刚度计算。W1墙为不带翼缘的单片整截面墙，见图2.1所示。整截面墙的等效刚度按照公式：97 黑龙江八一农垦大学毕业设计计算。计算公式中的、和值。图2.1W-1墙截面图1层，26层：712层：97 黑龙江八一农垦大学毕业设计公式中的、、和应沿房屋高度取加权平均值。将上列数据代入公式，后得W2墙为不带翼缘的单片整截面墙，见图4所示。整截面墙的等效刚度按照公式：计算。图2.2W-2墙截面图计算公式中的、和值。1层，97 黑龙江八一农垦大学毕业设计26层：712层：公式中的、、和应沿房屋高度取加权平均值。将上列数据代入公式，后得97 黑龙江八一农垦大学毕业设计W3墙考虑翼缘作用的截面图，如图2.3所示，W3墙为整截面墙，有效翼缘宽度取6倍的翼缘厚度，即1200mm。图2.3W3墙考虑翼缘作用的截面图计算公式中的、和值。1层，26层：97 黑龙江八一农垦大学毕业设计712层：公式中的、、和应沿房屋高度取加权平均值。将上列数据代入公式，后得2.2框架剪切刚度计算总框架的剪切刚度按照公式计算，柱的侧移刚度按照公式计算。各层各跨梁线刚度计算结果见下表2.1，表中表示各矩形截面所计算的惯性矩；、97 黑龙江八一农垦大学毕业设计分别表示中框架梁和边框架梁的线刚度。各层柱的线刚度计算机如果见表2.2.表2.1横梁线刚度计算表类别层次AC跨13.15600×30060005.42.934.395.852-63.15600×30060005.42.844.255.677-123.15600×30060005.42.844.255.67CE13.15400×25036001.31.171.762.352-63.15400×25036001.31.141.712.287-123.15400×25036001.31.141.712.28CF13.15600×30063005.42.934.395.852-63.15600×30063005.42.844.255.677-123.15600×30063005.42.844.255.67EF13.15360×25027000.971.171.762.352-63.15360×25027000.971.141.712.287-123.15360×25027000.971.141.712.28表2.2各层柱线刚度计算表类别层次A列柱13.25700×7004920213.222-63.15650×65037501.4812.507-123.15600×60037501.089.07C列柱13.25700×70049202.0013.222-63.15650×65037501.4812.507-123.15600×60037501.089.07E列柱13.25700×70049202.0013.222-63.15650×65037501.4812.507-123.15500×50037501.089.07F列柱13.25700×70049202.0013.222-63.15650×65037501.4812.5097 黑龙江八一农垦大学毕业设计续表2.27-123.15600×60037501.089.07柱的抗侧刚度按照式计算，以第一层A列1柱为例说明计算方法，其他的见表2.3、2.4和2.5所示。表2.3A列柱侧移刚度D计算表（）层次1、2、3、7、8、11轴柱15、16轴柱10.330.362.340.330.362.3420.350.1471.570.350.1471.573-60.340.1451.550.340.1451.557-120.470.191.470.470.191.4793.437.36表2.4C列柱侧移刚度D计算表.层次1、2轴柱3、7、8、11、15、16轴柱10.890.483.140.620.432.8020.920.323.360.650.242.603-60.910.313.330.640.242.607-121.250.382.980.880.302.3672.88174.47表2.5F列柱侧移刚度D计算表.层次1、2、16轴柱8轴柱10.330.362.340.180.312.0420.350.151.600.190.090.933-60.340.151.600.180.080.907-120.470.191.460.250.110.8697 黑龙江八一农垦大学毕业设计续表2.556.411.61表2.6E列柱侧移刚度D计算表.层次8轴柱10.360.362.3820.370.161.673-60.350.151.657-120.500.201.5619.65框架-剪力墙结构协同工作计算中所用的总框架剪切刚度计算公式按照式计算。结果见表2.7所示。表2.7总框架的剪切刚度层次框架1360051280018.462300040710012.213-6300040460012.147-12300037210011.162.3连梁的约束刚度各连梁的净跨长度与截面高度之比均大于4，可不考虑剪切变形的影响。以9轴线的连梁说明连梁刚度计算的方法，其他的连梁计算结果见表2.8。连梁的跨高比大于5，与一般框架梁的受力类似，可按框架梁设计方法设计。以9轴线连梁为例说明连梁刚度计算方法，其他的见表2.8所示。1层：97 黑龙江八一农垦大学毕业设计将上述计算数据代入公式和，其中惯性矩由表3确定，考虑到梁与楼板现浇为整体，故将乘以2。连梁的约束刚度按公式计算。（此处的h是层高）则同理，对于2-6层连梁，计算结果如下：将上述计算数据代入公式和，其中惯性矩由表2.1确定，考虑到梁与楼板现浇为整体，故将乘以2。连梁的约束刚度按公式计算。（此处的h是层高）97 黑龙江八一农垦大学毕业设计则同理，对于7-12层连梁，计算结果如下：将数据代入公式，。其中惯性矩由表3确定，考虑到梁与楼板现浇为整体，故将乘以2。连梁的约束刚度按公式计算。（此处的h是层高）表2.8连梁约束刚度计算表类别层次13600500×25068500.473.252.67.312.632.0397 黑龙江八一农垦大学毕业设计5、13轴线连梁2-63000500×25068250.473.152.67.112.562.37续表2.87-123000500×25068000.473.152.67.142.572.389轴线连梁13600500×25084500.390.193.252.69.726.484.942-63000500×25084000.380.193.152.68.765.964.917-123000500×25083500.380.193.152.68.816.004.94124.3411.749.002-622.9811.089.657-1223.0911.149.70各个连梁的约束刚度取各层所有的连梁刚度之和。在框架剪力墙的协同工作分析中，所用的总连梁约束刚度按公式计算，即2.4结构刚度特征值结构刚度特征值按公式计算。计算地震作用下框架-剪力墙结构的内力和位移时，公式中的可取0.55，即计算风荷载作用下框架剪力墙结构的内力和位移时，公式中的可取1.0，即97 黑龙江八一农垦大学毕业设计3重力荷载及水平荷载计算3.1重力荷载（1）屋面荷载屋面恒载30厚细石混凝土保护层三毡四油防水层20mm厚水泥砂浆找平层60mm厚挤塑板保温层20mm厚水泥砂浆保护层40mm厚水泥珍珠岩找坡层180mm厚钢筋混凝土屋面板10mm水泥石膏砂浆打底V型轻钢龙骨吊顶合计屋面雪荷载屋面活载（上人）（2）楼面荷载楼面恒载8mm厚陶瓷地砖20mm厚干硬性水泥砂浆找平层180mm厚钢筋混凝土板10mm厚水泥石膏砂浆打底97 黑龙江八一农垦大学毕业设计合计阳台恒载20mm厚干硬性水泥砂浆找平层120mm厚钢筋混凝土板10mm厚水泥石膏砂浆打底合计楼面活荷载电梯机房地面：活载：恒载：120mm混凝土板恒载合计：（3）梁、柱、墙及门窗重力荷载计算梁重力荷载时从梁截面高度中减去板厚，因为设置有吊顶，故梁的表面没有粉刷层。横梁纵的自重荷载计算结果见表3.1、3.2所示。表中分别表示梁截面净高度和净跨度。表3.1横梁（主梁）重力荷载计算表类别层次根数AC跨1947.72276.992-6948.157-12948.6CE跨177.252-677.3757-1277.5CF跨1325.22-6325.437-12325.65EF跨114.52-614.617-1214.7397 黑龙江八一农垦大学毕业设计表3.2横梁（次梁）重力荷载计算表类别层次根数AC跨1224.89904.52-6225.117-12225.34CE跨158.42-658.47-1258.4CF跨1427.272-6427.277-12427.27EF跨146.152-646.157-1246.15表3.3纵梁（主梁）重力荷载计算表类别层次根数1-2,2-3,7-88-9轴线1218.1251398.502-6218.447-12218.753-5,13-15轴线1265.12-6265.637-12266.155-7轴线1248.302-6248.837-12249.351226.2597 黑龙江八一农垦大学毕业设计11-13轴线2-6226.567-12226.8897 黑龙江八一农垦大学毕业设计续表3.315-16轴线1220.002-6220.317-12220.63表3.4纵梁（次梁）重力荷载计算表类别层次根数1-2,2-3,7-88-9轴线1220.63559.682-6220.637-12220.634-6,12-14轴线1112.342-6112.347-12112.3415-16轴线1222.52-6222.57-12222.5为了简化计算，计算柱子的重力荷载时近似取1.1倍柱自重以考虑柱面粉刷层的重力荷载。柱子的净高可取层高减去板厚，柱重力荷载计算结果见表3.5所示。表3.5柱重力荷载计算表类别层次根数A列柱112.253.429377.064391.472-610.562.829268.017-129.002.829228.42C列柱112.253.4211472.512-610.562.8211327.577-129.002.8211279.18E列柱112.253.428335.162-610.562.828238.237-129.002.828203.0497 黑龙江八一农垦大学毕业设计F列柱112.253.429377.062-610.562.829268.017-129.002.829228.42内墙采用240mm厚的水泥空心砖(容重为)。内墙两侧采用石灰粗砂粉刷(容重为)；外墙采用400mm厚的水泥空心砖(容重为)，外墙外面为10mm厚的瓷面砖，10mm厚水泥砂浆，20mm厚的水泥砂浆，60mm厚保温苯板。外墙10mm厚的水泥砂浆10mm厚的瓷砖面400mm厚的水泥空心砖80mm厚保温苯板20mm厚的水泥砂浆石灰粗砂粉刷合计内墙石灰粗砂粉刷240mm厚的水泥空心砖合计钢筋混泥土剪力墙石灰粗砂粉刷200mm厚的钢筋混凝土合计采用铝合金玻璃窗，房间门采用木门，底层门采用铝合金玻璃门。其单位面积重力荷载为铝合金玻璃门窗木门（4）重力荷载代表值97 黑龙江八一农垦大学毕业设计各层楼面取建筑总面积计算恒载，取楼板净面积计算活荷载；各根梁取梁截面高度减去板厚的尺寸计算梁自重；各根柱取层高减取板厚计算柱自重；墙、剪力墙按实际墙重加上门窗重。最后按各楼面包括梁及上下各半层的墙柱恒载的100%，楼面活荷载的50%相加算得各楼层重力荷载代表。表3.6各层重力荷载代表值质点12345620564.5719041.1219041.1219041.1219041.1218299.73质点7891011121317557.7317557.7316844.5316131.3216594.359026.66500.983.2横向风荷载垂直于建筑物表面上的风荷载标准值按照公式计算。其中基本风压；风荷载体型系数可按照图6所示的规定采用。图3.1风载体型系数因为房屋计算高度为，且，因此应考虑风压脉动的影响。风振系数按公式，为此，因先按照公式计算房屋基本周期，即考虑到类地区的基本风压应乘以0.32后代入上式中，可得由《荷载规范》查得脉动增大系数为。脉动影响系数根据由荷载规范中查表确定，其中B为迎风面的宽度，,则，查得；振型系数按公式确定。将上述数据代入公式中得97 黑龙江八一农垦大学毕业设计图3.1所示的风向为风向（其中左风向与右风向风载体型系数一致）。沿房屋高度的分布风荷载标准值为按照上述方法确定的各层标高处的风荷载标准值见表3.7所示。计算突出屋面部分的风荷载时，取1.3，迎风面的宽度为6.0m风振系数为1.0风荷载沿房屋高度的分布见表3.7所示。表3.7横向风荷载计算表层次1340.8—0.741.644.2615.34625.871237.21.00.701.6432.2496.723597.981134.20.920.671.6230.4891.443127.251031.20.840.631.6028.3084.092623.61928.20.760.621.5526.9880.942282.51825.20.680.621.4925.9477.821961.06722.20.600.621.4324.9074.71658.34619.20.520.621.3824.0372.091384.13516.20.440.621.2521.7665.281057.54413.20.350.621.2221.2463.72841.10310.20.270.621.2020.8962.67639.2327.20.200.621.1419.8559.55428.7614.20.120.621.0918.9868.33286.99912.6920514.37在框架-剪力墙结构协同工作分析中，应将沿房屋高度的分布风荷载折算为倒三角行分布荷载和均布荷载。为此，应先将分布荷载按静力等效原理折算为图3.2所示的节点集中力。现在以为例说明计算方法，其余的集中力见图3.2所示。图中的和按照公式,确定。其中；97 黑龙江八一农垦大学毕业设计；将这些数据代入上述公式中可得到图3.2风荷载的折算97 黑龙江八一农垦大学毕业设计图3.3结构动力计算简图3.3横向水平地震作用（1）结构基本自振周期结构动力计算简图如图3.3所示，基本自振周期可按照公式,因为屋面带有突出部分所以因按照公式将其折算到主体结构的顶层处，即结构顶点假想侧移应按照公式计算，其中q为将及以及和分别代入公式97 黑龙江八一农垦大学毕业设计和中可得：，则取，所以可计算得到（2）水平地震作用该房屋主体结构高度不超过40m，且质量和刚度沿高度分布均匀，故可用底部剪力法计算水平地震作用。结构等效总重力荷载为根据场地类别为二类设计地震分组为一组，由抗震规范得特征周期。建筑物的阻尼比为0.05，确定地震影响系数，按照公式计算总水平地震作用标准值，即因为所以考虑顶部附加水平地震作用。质点的水平地震作用按照公式计算，即和具体计算过程见表3.8所示。表3.8横向水平地震作用计算表层次14.220564.5786371.190.0212697.92824411.298627.219041.12137096.10.033746155.44151119.179310.219041.12194219.40.047807220.20962246.138413.219041.12251342.80.061868284.97763761.705516.219041.12308466.10.075929349.74575665.88619.218299.73351354.80.086486398.37357648.77297 黑龙江八一农垦大学毕业设计续表3.8722.217557.73389781.60.095945441.94389811.152825.217557.73442454.80.10891501.663412641.92928.216844.53475015.70.116925538.582315188.021031.216131.32503297.20.123887570.650817804.31134.216594.35567526.80.139697643.475122006.851237.29026.66335791.80.082655380.727114163.051339.6500.9819838.810.00488322.49217890.69合计209242.140625574606.211113359.0框架-剪力墙结构协同工作分析时，将质点的水平地震作用折算为倒三角形分布荷载和顶点集中荷载。其中和可按公式和计算，其中：，，将上述数据代入和中，可得到：和4水平荷载作用下框架-剪力墙结构内力与位移计算4.1位移计算与验算计算水平地震作用下的侧移时，应取倒三角形分布荷载与顶点集中荷载产生的侧移之和，相应的侧移分别按照公式和97 黑龙江八一农垦大学毕业设计计算。计算结果见表4.1所示。表4.1横向水平地震作用下结构侧移计算表层次14.20.114.20.0587670.0005070.0592740.0000727.20.193.00.2828050.0014540.2842590.00016310.20.273.00.7602350.002820.7630550.00026413.20.353.01.5516090.0045531.5561620.00042516.20.443.02.798580.006882.805460.00051619.20.523.04.3385730.0092344.3478070.00063722.20.603.06.2504180.0118146.2622320.00075825.20.683.08.5253010.0145818.5398820.00087928.20.763.011.14820.01749911.16570.000981031.20.843.014.102940.02053414.123470.00101134.20.923.017.377890.02365217.401540.00111237.213.020.972250.02682220.999070.0012由表可得各层层间位移角均小于1/800,满足要求。4.2总框架、总剪力和总连梁内力计算（1）横向风荷载作用下计算风荷载作用下的框架-剪力墙结构的内力时，结构刚度特应取为1.61。由图3.2可见，应分别计算倒三角形分布荷载和均布荷载作用下的内力。总框架的剪力和总连梁的弯矩按照公式和计算其中总框架的名义剪力应按照公式和计算；总剪力墙弯矩按照公式和公式，总剪力墙的剪力按照公式97 黑龙江八一农垦大学毕业设计和计算公式，并与总连梁的约束弯矩m相加。计算结果见表4.2所示。均布荷载和倒三角形分布荷载共同作用下的抗剪-剪力墙结构的内力见表4.3所示。97黑龙江八一农垦大学毕业设计97 黑龙江八一农垦大学毕业设计表4.2.横向风荷载（均布荷载和倒三角形荷载）作用下内力计算表层次均布荷载作用倒三角分布荷载作用0-4277.99342.240.000.000.00342.24-9074.01502.760.000.000.00502.751-3014.71248.9155.6731.3424.33273.24-6878.45454.7565.0436.6128.42483.172-2254.46186.1291.0951.2839.80225.92-5453.50406.98107.5160.5346.98453.963-1613.26126.41123.4169.4853.93180.34-4170.85358.66146.9882.7564.23422.894-1080.4568.81153.6586.5067.14135.95-3030.94302.64184.43103.8480.60383.235-599.645.32186.33104.9081.4286.74-1922.81250.45225.53126.9798.56349.006-269.84-50.97215.24121.1894.0643.09-1098.67195.10262.47147.77114.70309.807-26.10-108.11245.01137.94107.07-1.04-434.27135.68301.20169.57131.62267.318135.59-167.05276.57155.71120.86-46.1959.6571.20343.19193.22149.98221.189217.95-228.77310.90175.04135.86-92.91369.540.59390.13219.65170.49171.0810222.34-294.28349.04196.51152.53-141.75478.78-77.32443.89249.91193.98116.6611148.84-364.69392.07220.73171.33-193.36367.41-163.84506.56285.19221.3757.53120.00-441.15441.15248.36192.78-248.3711.82-570.63580.53326.84253.69-316.9497黑龙江八一农垦大学毕业设计97 黑龙江八一农垦大学毕业设计表4.3横向风荷载作用下总框架、总剪力墙和总连梁内力层次00.00-13352.00845.000.00845.000.0014.20-9893.16703.6652.75756.4167.9527.20-7707.96593.1086.78679.8979.70310.20-5784.11485.07118.16603.23116.46413.20-4111.39371.45147.74519.19150.73516.20-2522.45255.77179.98435.74185.50619.20-1368.51144.13208.76352.89219.74722.20-460.3727.57238.69266.27252.64825.20195.24-95.85270.84174.99287.33928.20587.49-228.18306.3578.17325.021031.20701.12-371.60346.51-25.09367.001134.20516.25-528.53392.70-135.83414.711237.200.00-1011.78446.47-565.31469.73（2）横向水平地震作用计算横向水平地震作用下框架-剪力墙结构内力时，结构刚度特征值取。应分别计算倒三角形分布荷载（）和顶点集中荷载（）作用下的内力。总框架的剪力和总连梁的约束弯矩按照公式和计算。其中总框架的名义剪力应按照公式和计算，总剪力墙弯矩按照公式和公式计算；总剪力墙剪力按照公式：和97 黑龙江八一农垦大学毕业设计计算计算公式，并与总连梁的约束弯矩m相加。就算结果见表4.5所示。两种荷载作用下框架剪力墙结构的内力计算见表4.4所示。表4.4.横向水平地震作用下总框架、总剪力墙和总连梁内力层次00-77609.74599.3504599.35014.2-59755.24118.12186.623931.9240.4327.2-48011.73764.68293.273472.05186.8464310.2-37331.93402.98377.793026.05293.5165413.2-27747.43028.12442.312586.87378.0447516.2-18332.42584.42493.742091.92442.585619.2-11248.82164.57523.221642.71494.0042722.2-5457.581714.91540.031176.36523.4991825.2-1056.371229.36546.79684.13540.3035928.21838.625701.4546.38156.66547.06081031.23090.865123.9541.91-416.33546.64591134.22541.691-510.9536.8-1045.98542.17431237.20-1211.59534.78-1744.65537.0539在横向地震作用下，总剪力墙的弯矩，剪力总框架的剪力以及总连梁的约束弯矩沿房屋高度的分布规律如图4.1所示。图4.1总剪力墙、总连梁及总框架内力图97黑龙江八一农垦大学毕业设计97 黑龙江八一农垦大学毕业设计表4.5横向水平地震（均布荷载和倒三角形荷载）作用下内力计算表层次均布荷载作用顶点集中荷载作用0-77528.64602.530004602.53-81.14-3.18000-3.181-59687.54120.78426.60240.17186.423934.36-67.67-2.660.460.260.20-2.462-47952.73766.99670.38377.42292.953474.04-58.97-2.310.750.420.32-1.993-37280.83404.98863.53486.17377.363027.62-51.07-2.001.000.560.43-1.574-27703.53029.841010.95569.16441.782588.06-43.86-1.721.220.680.53-1.195-182962585.851128.43635.30493.122092.73-36.44-1.431.420.800.62-0.816-11218.42165.761195.76673.21522.541643.22-30.38-1.191.570.880.68-0.517-5432.861715.881234.08694.78539.291176.59-24.72-0.971.700.950.74-0.238-1036.971230.121249.45703.44546.01684.11-19.40-0.761.801.010.780.0291852.965701.961248.43702.86545.56156.40-14.34-0.561.881.050.820.26103100.335124.271238.15697.08541.07-416.80-9.47-0.371.931.080.840.47112546.421-510.721226.41690.473535.94-1046.66-4.73-0.181.961.100.860.68120-1211.591221.78687.86533.92-1745.51001.971.110.860.8697黑龙江八一农垦大学毕业设计97 黑龙江八一农垦大学毕业设计4.3横向风荷载作用下构件内力计算（1）框架梁、柱内力以图1.1中的8轴线为例说明梁、柱内力计算方法。先按照公式计算各个柱子的剪力，然后按照公式计算柱端弯矩。按照公式确定各个柱子的反弯点高度比应分别按照均布荷载和倒三角形荷载计算，但是这将会使计算工作量加大，为了简化计算标准反弯点高度比近似按倒三角形的情况确定。柱端弯矩的具体计算过程见表4.6所示。97黑龙江八一农垦大学毕业设计97 黑龙江八一农垦大学毕业设计表4.6.1风荷载作用下8轴线横向框架柱端弯矩计算表层次A轴柱C轴柱14.267.9551.282.343.100.330.8210.672.342.803.710.620.7411.534.0523.079.7040.711.573.070.350.635.803.402.605.090.650.558.396.8733.0116.4640.461.554.460.340.56.696.692.607.480.640.511.2211.2243.0150.7240.461.555.770.340.58.658.652.609.680.640.514.5214.5253.0185.4940.461.557.100.340.510.6510.652.6011.910.640.517.8617.8663.0219.7340.461.558.410.340.5112.8612.362.6014.120.640.521.1821.1873.0252.6437.211.479.980.470.4513.4716.462.3616.020.880.524.0324.0383.0287.3337.211.4711.350.470.4515.3218.722.3618.220.880.4524.5930.0693.0325.0137.211.4712.830.470.4416.9321.552.3620.610.880.4527.8234.00103.0366.9937.211.4714.490.470.417.3826.082.3623.270.880.4531.4138.39113.0414.7037.211.4716.380.470.3416.7032.432.3626.300.880.4031.5647.34123.0469.7237.211.4718.550.470.2413.3542.292.3629.790.880.3430.3858.98说明：表中的和的单位为，的单位为，和的单位为。97 黑龙江八一农垦大学毕业设计表4.6.2风荷载作用下8轴线横向框架柱端弯矩计算表层次E轴柱F轴柱14.267.9551.282.383.150.360.8511.241.982.042.700.181.011.34023.079.7040.711.673.260.370.626.063.710.931.820.190.613.332.1233.0116.4640.461.654.740.350.507.117.110.902.590.180.534.113.6543.0150.7240.461.656.140.350.509.219.210.903.350.180.535.324.7253.0185.4940.461.657.560.350.5011.3411.340.904.120.180.536.555.8063.0219.7340.461.658.960.350.5013.4413.440.904.880.180.456.588.0573.0252.6437.211.5610.590.500.5015.8815.880.865.830.250.508.748.7483.0287.3337.211.5612.040.500.4516.2519.860.866.640.250.438.5611.3593.0325.0137.211.5613.620.500.4518.3822.470.867.510.250.357.8814.64103.0366.9937.211.5615.380.500.4018.4527.680.868.480.250.307.6317.80113.0414.7037.211.5617.380.500.3518.2433.890.869.580.250.226.3222.41123.0469.7237.211.5619.690.500.2514.7644.300.8610.850.250.0752.4430.10说明：表中的和的单位为，的单位为，和的单位为。97 黑龙江八一农垦大学毕业设计表4.7风荷载作用下梁端弯矩剪力及轴力计算表层次AC跨梁CE跨梁EF跨梁柱轴力A轴柱C轴柱E轴柱F轴柱18.148.876.02.833.574.023.62.114.023.332.72.72-2.830.72-0.612.72210.0912.906.03.8315.195.413.62.945.416.232.74.31-6.661.61-1.987.03315.3418.356.05.627.398.163.64.328.168.972.76.34-12.282.91-4.0013.37419.323.096.07.069.2910.2753.65.4410.2811.272.77.98-19.344.53-6.5421.35523.5127.846.08.5611.2012.393.66.5512.3912.382.79.17-27.906.54-9.1630.52625.8332.236.09.6812.9814.663.67.6814.6616.792.711.65-37.588.54-13.1342.17731.7834.676.011.0713.9516.0653.68.3416.0717.302.712.36-48.6511.27-17.1554.53835.6541.276.012.8216.6119.123.69.9319.1219.232.714.20-61.4714.16-21.4268.73938.9346.646.014.2618.7720.463.610.9020.4622.272.715.83-75.7317.52-26.3584.561042.7849.876.015.4420.0822.963.611.9522.9624.122.717.44-91.1721.01-31.84102.001145.7855.416.016.8722.3124.3253.612.9524.3324.852.718.21-108.0424.93-37.1120.211242.2942.056.014.0616.9322.153.610.8522.1530.12.719.35-122.128.14-45.6139.56说明:表中的和的单位均为，的单位为。97黑龙江八一农垦大学毕业设计97 黑龙江八一农垦大学毕业设计梁端弯矩按照公式计算，然后由梁自身的平衡条件（即）确定梁端的剪力，在由节点两侧的梁端剪力计算柱子的轴力(即，计算过程见表4.7所示。（2）连梁内力计算5轴线的连梁和相应的剪力墙的内力。以第10层的连梁的内力计算来说明计算过程，其他的计算结果见表4.8所示。由公式并根据前面计算的有关数据，得：另外，由公式可得由公式得到连梁刚域端的弯矩由公式得连梁内力表4.8风荷载作用下连梁内力及剪力墙轴力计层次14.252.75221.550.430.3695.2634.2934.3718.9118.9123.086.78260.340.290.3675.4927.1727.2315.0433.9533.0118.15354.450.290.36102.7937.0037.0820.4854.4343.0147.73443.190.290.36128.5246.2646.3725.6080.0353.0179.97539.910.290.36156.5756.3656.4931.19111.2297 黑龙江八一农垦大学毕业设计续表4.863.0208.76626.280.290.36181.6265.3865.5236.19147.4173.0238.69716.070.310.36221.9879.9180.0944.39191.883.0270.83812.490.310.36251.8790.6790.8750.37242.1793.0306.34919.020.310.36284.89102.56102.7956.97299.14103.0346.501039.50.310.36322.24116.00116.2664.44363.58113.0392.691178.070.310.36365.20131.47131.7673.03436.61123.0446.471339.410.310.36415.21149.47149.8183.04519.65（3）剪力墙内力下面以5轴线剪力墙第8层的内力计算来说明计算方法，其余的内力计算结果见表4.9所示。剪力墙的弯矩可按照公式计算，将剪力墙等效刚度及总剪力墙弯矩代入，得：剪力墙的剪力按照公式计算，公式中的等于表21中的，等于表26中的,将上述数据代入后得剪力墙轴力按照公式（公式中的为第k层与第j片剪力墙刚接的连梁内力），由连梁的剪力可得,其余各层的剪力墙轴力计算结果见表4.8所示。表4.9风荷载作用下5轴线剪力墙弯矩和剪力计算层次00-13352844.990.241-3216.50203.6414.2-9893.16703.660.241-2383.2622.68192.2627.2-7707.96593.100.241-1856.8525.16168.1097 黑龙江八一农垦大学毕业设计续表4.9310.2-5784.11485.070.241-1393.3934.26151.16413.2-4111.39371.440.241-990.4342.84132.35516.2-2522.45255.760.241-607.6552.19113.82619.2-1368.51144.130.241-329.6760.5495.27722.2-460.3727.570.241-110.9073.9980.63825.2195.24-95.840.24147.0383.9560.85928.2587.49-228.170.241141.5294.9639.971031.2701.11-371.600.241168.89107.4117.851134.2516.25-528.520.241124.36121.73-5.641237.20-1011.780.2410138.40-105.434.4横向水平地震作用下构件内力计算（1）连梁内力水平地震作用下连梁内力计算方法与风荷载作用下的计算方法相同，仍取5轴线连梁，其内力计算结果见表4.10所示。表4.10水平地震作用下5轴线连梁内力及剪力墙轴力计算表层次14.2186.62783.800.430.36337.03121.33121.6066.911040.0523.0293.27879.810.290.36255.1491.8592.0550.84940.5933.0377.791133.370.290.36328.67118.32118.5865.49840.7543.0442.311326.930.290.36384.80138.52138.8376.67739.9653.0493.741481.220.290.36429.55154.63154.9885.59638.3463.0523.221569.660.290.36455.20163.87164.2390.70536.6473.0540.031620.090.310.36502.22180.79181.20100.44436.283.0546.791640.370.310.36508.51183.06183.47101.70345.593.0546.381639.140.310.36508.13182.92183.33101.62259.91103.0541.911625.730.310.36503.97181.42181.83100.79183.24113.0536.81610.400.310.36499.224179.72180.1299.84117.75123.0534.781604.340.310.36497.34179.04179.4499.4666.91（2）框架梁、柱内力计算97 黑龙江八一农垦大学毕业设计计算水平地震作用下框架梁柱内力时，应对框架各层剪力进行调整。本结构底部总剪力,;由表21可见，各层的框架总剪力应予以调整。由于.所以各层调整后的总框架剪力均取。各层框架总剪力调整后，按调整前后总剪力的比值调整柱和梁的剪力及端部弯矩，柱子的轴力不必调整。框架梁柱内力计算过程与风荷载作用下的相同，计算结果见表4.11、表4.12、表4.13和表4.14。97黑龙江八一农垦大学毕业设计97 黑龙江八一农垦大学毕业设计表4.11.1横向水平地震作用下8轴线横向框架柱端弯矩计算表（未调整前的）层次A轴柱C轴柱14.2240.4351.282.3410.970.330.8237.788.292.8013.120.620.7440.7714.3223.0186.8440.711.577.2050.350.6313.617.992.6011.930.650.5519.6816.1033.0293.5140.461.5511.240.340.516.8616.862.6018.860.640.528.2928.2943.0378.0440.461.5514.480.340.521.7221.722.6024.290.640.536.43536.43553.0442.5840.461.5516.950.340.525.4225.422.6028.440.640.542.6642.6663.0494.0040.461.5518.920.340.5128.9427.812.6031.740.640.547.6147.6173.0523.4937.211.4720.680.470.4527.9134.122.3633.200.880.549.8049.8083.0540.3037.211.4721.340.470.4528.8035.212.3634.260.880.4546.2556.5293.0547.0637.211.4721.610.470.4428.5236.302.3634.690.880.4546.8357.23103.0546.6437.211.4721.590.470.425.9038.862.3634.670.880.4546.8057.20113.0542.1737.211.4721.410.470.3421.8342.392.3634.380.880.4041.2561.88123.0537.0537.211.4721.210.470.2415.2748.352.3634.060.880.3434.7467.43说明:表中弯矩的单位均为，剪力的单位为。97 黑龙江八一农垦大学毕业设计表4.11.2横向水平地震作用下8轴线横向框架柱端弯矩计算表（未调整前的）层次E轴柱F轴柱14.2240.4351.282.3811.150.360.8539.807.022.049.560.181.040.15023.0186.8440.711.677.660.370.6214.248.730.934.260.190.617.794.9833.0293.5140.461.6511.960.350.5017.9417.940.906.520.180.5310.369.1943.0378.0440.461.6515.410.350.5023.1123.110.908.400.180.5313.3511.8453.0442.5840.461.6518.040.350.5027.0627.060.909.840.180.5315.6413.8763.0494.0040.461.6520.140.350.5030.2130.210.9010.980.180.4514.8218.1173.0523.4937.211.5621.940.500.5032.9132.910.8612.090.250.5018.1318.1383.0540.3037.211.5622.650.500.4530.5737.370.8612.480.250.4316.0921.3493.0547.0637.211.5622.930.500.4530.9537.830.8612.640.250.3513.2724.64103.0546.6437.211.5622.910.500.4027.4941.230.8612.630.250.3011.3626.52113.0542.1737.211.5622.730.500.3523.8644.320.8612.530.250.228.2629.32123.0537.0537.211.5622.510.500.2516.8850.640.8612.410.250.0752.7934.43说明:表中弯矩的单位均为，剪力的单位为。97 黑龙江八一农垦大学毕业设计表4.12.1横向水平地震作用下8轴线横向框架柱端弯矩计算表（调整后的）层次A轴柱C轴柱14.2820.5951.282.3437.440.330.82128.9428.302.8044.800.620.74139.2348.9223.0820.5940.711.5731.640.350.6359.7935.122.6052.400.650.5586.4670.7433.0820.5940.461.5531.430.340.547.1447.142.6052.730.640.579.0979.0943.0820.5940.461.5531.430.340.547.1447.142.6052.730.640.579.0979.09553.0820.5940.461.5531.430.340.547.1447.142.6052.730.640.579.0979.0963.0820.5940.461.5531.430.340.5148.0846.202.6052.730.640.579.0979.0973.0820.5937.211.4732.410.470.4543.7553.472.3652.040.880.578.0678.0683.0820.5937.211.4732.410.470.4543.7553.472.3652.040.880.4570.2585.8693.0820.5937.211.4732.410.470.4442.7854.442.3652.040.880.4570.2585.86103.0820.5937.211.4732.410.470.438.8958.332.3652.040.880.4570.2585.86113.0820.5937.211.4732.410.470.3433.0564.172.3652.040.880.4062.4493.672123.0820.5937.211.4732.410.470.2423.3373.892.3652.040.880.3453.08103.03说明:表中弯矩的单位均为，剪力的单位为。97 黑龙江八一农垦大学毕业设计表4.12.2横向水平地震作用下8轴线横向框架柱端弯矩计算表（调整后的）层次E轴柱F轴柱14.2820.5951.282.3838.080.360.85135.9423.992.0432.640.181.0137.08023.0820.5940.711.6733.660.370.6262.6038.370.9318.740.190.6134.2921.9233.0820.5940.461.6533.460.350.5050.1950.190.9018.250.180.5329.0125.7343.0820.5940.461.6533.460.350.5050.1950.190.9018.250.180.5329.0125.7353.0820.5940.461.6533.460.350.5050.1950.190.9018.250.180.5329.0125.7363.0820.5940.461.6533.460.350.5050.1950.190.9018.250.180.4524.6330.1173.0820.5937.211.5634.400.500.5051.6051.600.8618.960.250.5028.4428.4483.0820.5937.211.5634.400.500.4546.4456.760.8618.960.250.4324.4532.4293.0820.5937.211.5634.400.500.4546.4456.760.8618.960.250.3519.9036.97103.0820.5937.211.5634.400.500.4041.2861.920.8618.960.250.3017.0639.81113.0820.5937.211.5634.400.500.3536.1267.080.8618.960.250.2212.5144.36123.0820.5937.211.5634.400.500.2525.8077.400.8618.960.250.0754.2652.61说明:表中弯矩的单位均为，剪力的单位为。97 黑龙江八一农垦大学毕业设计表4.13横向水平地震作用下梁端弯矩剪力计算层次AC跨梁端弯矩剪力CE跨梁端弯矩剪力EF跨梁端弯矩剪力调整前调整后调整前调整后调整前调整后16.021.924.247.6988.0996.5230.763.69.7510.635.6638.8543.2922.812.710.637.796.8243.2934.2928.7326.024.8531.659.4182.26106.8231.513.612.7313.337.2343.0044.2824.242.713.3315.3410.6144.2850.9335.2636.038.5846.1414.1294.28112.7834.513.618.5720.5210.8545.3950.1926.552.720.5222.5415.9450.1954.7438.8646.047.1456.3917.2594.28112.7834.513.622.7025.0813.2745.3950.1926.552.725.0827.4819.4650.1954.7438.8656.054.3664.3619.7895.22112.7834.663.625.9028.6315.1445.3950.1926.552.728.6328.6921.2250.1950.3637.2466.055.7269.4520.8689.95112.0433.663.627.9531.5616.5345.1050.8926.662.731.5636.2425.1150.89558.5540.5376.062.9268.4821.997.22105.7433.823.627.5631.7416.4742.5649.0225.432.731.7434.2224.4249.0252.8937.7486.063.7373.6822.9096.25111.3034.593.629.6634.1617.7244.8051.626.772.734.1634.6125.4751.6052.3238.4896.062.274.1722.7293.33111.3034.103.629.8532.6617.3644.8049.0226.062.732.6636.0025.4249.0254.0338.16106.060.6970.1921.8191.38105.7332.853.628.2532.5416.8842.5649.0225.432.732.5434.7824.9349.0252.3237.53116.057.6668.8921.0987.5104.6332.023.627.7230.6016.242.1146.4424.592.730.6032.1123.2246.4448.6235.20126.048.3548.0716.0773.8973.4624.553.619.3525.3212.4029.5638.7018.962.725.3234.4322.1238.7052.6133.81说明:表中的和的单位均为，的单位为97黑龙江八一农垦大学毕业设计97 黑龙江八一农垦大学毕业设计表4.14横向水平地震作用下柱轴力计算（）层次柱121110987654321A-7.69-17.1-31.22-48.47-68.25-89.11-111.01-133.91-156.63-178.44-199.53-215.6C2.034.217.4811.4616.120.4325.8631.0436.441.3346.2249.89E-1.16-4.54-9.63-15.82-21.9-30.48-38.43-46.18-54.24-62.29-69.31-79.03F6.8217.4333.3752.8374.0599.16123.58149.05174.47199.4222.62244.74（3）剪力墙内力水平地震作用下剪力墙内力计算方法与风荷载作用下的相同。5轴线的剪力墙内力计算结果见表4.15所示。表4.15水平地震作用下5轴线剪力墙弯矩和剪力计算表层次00-77609.74599.350.241-18703.9001108.4414.2-59755.24118.120.241-14401.0080.241072.7127.2-48011.73764.680.241-11570.8085.04992.33310.2-37331.93402.980.241-8996.99109.55929.67413.2-27747.43028.120.241-6687.12128.26858.04516.2-18332.42584.420.241-4418.11143.18766.02619.2-11248.82164.570.241-2710.96151.73673.39722.2-5457.581714.910.241-1315.28167.40580.70825.2-1056.371229.360.241-254.58169.50465.77928.21838.625701.40.241443.108169.37338.411031.23090.865123.90.241744.89167.99197.841134.22541.691-510.90.241612.54166.4043.281237.20-1211.590.2410165.78-126.215竖向荷载作用下框架-剪力墙结构内力计算5.1计算单元及计算简图仍取8轴线横向框架和5轴线横向剪力墙进行计算。如图5.1所示。97 黑龙江八一农垦大学毕业设计因为梁板为现浇整体，并且各区格为双向板，故直接传给横梁的楼面荷载为三角形和梯形，计算单元范围内的其余荷载通过纵梁传以集中荷载和集中力矩的形式传给横向框架。本工程中边框架的纵梁与柱的轴线不重合，所以作用在框架上的荷载还有集中力矩。竖向荷载作用下框架结构计算简图如图5.2所示。5.2荷载计算（1）⑧轴线框架荷载计算以标准层层和顶层的恒荷载荷载计算为例说明荷载的计算方法，其余的计算过程省略。图5.2中的包括梁重和隔墙的重：标准层：,，，图5.1框架及剪力墙计算单元简图97 黑龙江八一农垦大学毕业设计顶层：，，，框架活荷载的计算与恒荷载的计算方法相似，具体计算过程见下述说明。(因为屋面为上人屋面，所以屋面的活荷载和楼面的活荷载一样，计算时不再分开计算)1-12层：，97 黑龙江八一农垦大学毕业设计图5.2竖向荷载作用下框架计算简图（2）⑤轴线剪力墙荷载计算竖向荷载作用下剪力墙的计算方法和框架的计算方法相似，具体计算过程见下述所示。恒荷载：，活荷载：，97 黑龙江八一农垦大学毕业设计图5.3竖向恒荷载作用下剪力墙计算简图下面计算恒荷载产生的剪力墙各层集中荷载及集中力矩，为了计算其值，我们先计算5轴线框架的内力，具体的计算方法采用弯矩二次分配法，计算结果见表5.1所示。首先计算5轴线框架-剪力墙的框架在竖向恒荷载作用下的的内力，然后将C端的剪力和弯矩反向施加于剪力墙上再按照静力等效原理将竖向集中荷载和集中力矩移至剪力墙型心处。下面以第一层为例说明计算方法，其余的计算结果见表5.2所示。表5.1竖向荷载作用下⑤轴线框架梁端剪力及柱剪力层次恒荷载作用活荷载作用梁端剪力E柱剪力梁端剪力E柱剪力C端E端C端E端128.3134.322.444.795.950.55228.3134.323.424.795.950.63328.3134.323.424.795.950.63428.3134.323.424.795.950.63528.3134.323.424.795.950.63628.0034.543,574.785.970.63728.2334.313.254.785.970.62828.2434.303.524.785.970.63928.2434.303.414.785.970.631028.2434.303.414.785.970.631128.2834.263.064.805.940.9297 黑龙江八一农垦大学毕业设计续表5.11219.5125.733.924.755.981.05表5.2恒荷载产生的剪力墙各层集中荷载及集中力矩计算表层次剪力墙形心处C端弯矩及剪力剪力墙形心处1300.5-37.8328.31-20.89245.2857.312300.5-37.8328.31-20.89245.2857.313300.5-37.8328.31-20.89245.2857.314300.5-37.8328.31-20.89245.2857.315300.5-37.8328.31-20.89245.2857.316300.5-37.8328.00-20.99244.9756.487300.5-37.8328.23-21.10245.257.288300.5-37.8328.24-21.10245.2157.319300.5-37.8328.24-21.10245.2157.3110300.5-37.8328.24-21.10245.2157.3111300.5-37.8328.28-21.10245.2557.4312207.07-22.4219.51-16.6879.270.38竖向活荷载作用下的剪力墙各层的集中荷载和集中力矩见表5.3所示。图5.4竖向活荷载作用下剪力墙计算简图97 黑龙江八一农垦大学毕业设计表5.3活荷载产生的剪力墙各层集中荷载和集中力矩层次剪力墙形心处C端弯矩及剪力剪力墙形心处137.12-24.874.79-3.9641.9115.55237.12-24.874.79-3.9641.9115.55337.12-24.874.79-3.9641.9115.55437.12-24.874.79-3.9641.9115.55537.12-24.874.79-3.9641.9115.55637.12-24.874.78-3.9641.915.52737.12-24.874.78-441.915.56837.12-24.874.78-441.915.56937.12-24.874.78-441.915.561037.12-24.874.78-441.915.561137.12-24.874.80-441.9215.621237.12-24.874.75-441.8715.475.3内力计算（1）框架内力计算竖向荷载作用下框架内力可采用弯矩二次分配计算，具体计算过程略去。恒荷载和活荷载作用下的8轴线框架的弯矩值见表5.4和表5.5所示，梁端剪力和柱端剪力与柱子轴力见表5.6、表5.7表5.8和表5.9所示。恒荷载和活荷载作用下5轴线的框架弯矩值见表44所示，梁端剪力见表34所示。对于屋面活荷载，上述计算均是按照上人屋面活荷载计算考虑的97 黑龙江八一农垦大学毕业设计表5.4竖向恒荷载作用下8轴线框架弯矩值层次梁端弯矩柱端弯矩AC跨左AC跨右CE跨左CE跨右EF跨左EF跨右A柱上A柱下C柱上C柱下E柱上E柱下F柱上F柱下1-87.02107.72-42.3237.32-12.249.8632.3516.13-25.3-12.65-9.47-4.74-7.24-3.622-88.59107.56-41.8637.58-11.9810.0537.8748.39-32.84-38.84-12.73-15.62-9.57-11.803-88.99107.55-37.2337.59-11.9710.0539.9041.52-32.88-32.88-12.81-12.87-9.63-9.674-88.99107.55-37.2337.59-11.9710.0539.939.9-32.88-32.88-12.81-12.81-9.63-9.635-89.19107.78-41.5737.62-11.949.9438.839.9-31.86-34.25-12.41-12.81-9.21-9.636-88.20107.79-41.9637.42-12.259.8243.3541.19-36.53-29.29-13.47-13.27-10.30-9.927-87.35107.27-36.3236.92-12.519.5337.8735.65-31.27-33.32-11.78-11.69-9.00-8.71887.69107.54-42.6736.97-12.469.7139.2539.9-32.46-32.46-12.26-12.64-9.38-9.71987.69107.54-42.6736.97-12.469.7139.3539.25-32.46-32.46-12.26-12.26-9.38-9.381087.69107.54-42.6736.97-12.469.7139.3539.25-32.46-32.46-12.26-12.26-9.38-9.3811-88.48107.95-42.4536.96-12.469.7136.8439.25-31.16-32.46-12.37-12.26-8.28-9.3812-66.0869.49-26.3418.99-8.194.8656.8943.09-43.15-34.34-10.79-12.12-14.34-10.63注：表中的弯矩单位均为97 黑龙江八一农垦大学毕业设计表5.5竖向活荷载作用下8轴线框架弯矩值层次梁端弯矩柱端弯矩AC跨左AC跨右CE跨左CE跨右EF跨左EF跨右A柱上A柱下C柱上C柱下E柱上E柱下F柱上F柱下1-17.1519.82-5.544.59-2.191.906.643.32-8.64-8.64-0.89-0.45-1.10-0.562-17.5920.04-5.424.61-2.161.947.9110.12-7.32-7.32-1.22-1.53-1.44-1.793-17.7220.04-5.424.63-2.151.938.328.65-7.32-7.32-1.24-1.24-1.45-1.454-17.7220.04-5.424.63-2.151.938.328.32-7.32-7.32-1.24-1.24-1.45-1.455-17.7820.10-5.404.62-2.161.938.028.32-7.09-7.32-1.20-1.24-1.40-1.456-17.5720.09-5.144.60-2.191.909.118.61-8.13-7.62-1.30-1.28-1.55-1.507-17.3419.97-5.604.52-2.221.867.927.23-6.97-6.52-1.11-1.10-1.37-1.318-17.4720.03-5.574.53-2.211.878.248.43-7.23-7.42-1.16-1.20-1.42-1.479-17.4720.03-5.574.53-2.211.878.248.24-7.23-7.23-1.16-1.16-1.42-1.4210-17.4720.03-5.574.53-2.211.878.248.24-7.23-7.23-1.16-1.16-1.42-1.4211-17.8720.30-5.474.56-2.181.917.038.24-6.36-7.23-0.94-1.16-1.16-1.4212-14.2918.89-6.344.16-2.351.6613.299.83-13.42-8.48-1.80-1.46-2.75-1.77注：表中的弯矩单位均为97 黑龙江八一农垦大学毕业设计层次梁端剪力柱端剪力A柱轴力C柱轴力E柱轴力F柱轴力A端C端左C端右E端左E端右F端A柱C柱E柱F柱上端下端上端下端上端下端上端下端181.65101.0036.2636.2621.2521.2516.16-12.65-4.74-3.621747.432119.282305.232424.281479.591598.64840.98960.03281.38100.7136.4636.4621.4221.4228.75-23.89-9.45-7.121604.471924.872114.222211352.551459.35767.99874.79381.31100.6437.7537.7521.4221.4227.14-21.92-8.56-6.431461.81750.521923.262019.51225.141321.38694.83791.07481.31100.6437.7537.7521.4221.4226.60-21.92-8.54-6.421319.21576.241731.11816.781096.441182.12621.67707.35581.32100.6536.5536.5521.3921.3926.23-22.04-8.41-6.281176.61401.961538.941614.06967.741042.86548.51623.63681.49100.8236.3936.3921.2321.2328.18-21.94-8.91-6.741033.991227.671347.971412.53840.27904.83475.38539.94781.54100.8737.8237.8221.0321.0324.51-21.53-7.82-5.90891.211053.211156.991210.99713.12767.12402.41456.418110.76130.0936.0736.0721.1121.1126.38-21.64-8.30-6.36748.38883.38964.531009.53584.74629.74329.64374.649110.76130.0936.0736.0721.1121.1126.20-21.64-8.17-6.25576.33684.33744.6780.6458.03494.03256.79292.7910110.76130.0936.0736.0721.1121.1126.20-21.64-8.17-6.25404.28485.28524.67551.67331.32358.32183.94210.941181.47100.8036.1336.1321.1121.1125.36-21.21-8.21-5.89232.23286.23304.74322.74204.61222.61111.09129.091261.4462.9123.1123.1110.9510.9523.80-18.45-5.45-5.9589.47116.47114.04123.0477.8486.8438.2447.24表5.6恒荷载作用下8轴线框架梁端剪力、柱端剪力和轴力注：表中的剪力和轴力的单位均为97 黑龙江八一农垦大学毕业设计表5.7活荷载作用下8轴线框架梁端剪力、柱端剪力和轴力层次梁端剪力柱端剪力柱轴力A端C端左C端右E端左E端右F端A柱C柱E柱F柱A柱C柱E柱F柱115.2117.556.326.323.63.63.32-5.76-0.45-0.55182.48622.59455.18346.45215.1717.516.356.353.613.616.01-4.88-0.92-1.08167.27570.7417.24317.56315.1517.496.356.353.613.615.66-4.88-0.83-0.97152.1518.82379.26288.63415.1517.496.356.353.613.615.55-4.88-0.83-0.97136.95466.96341.28259.71515.1517.496.356.353.613.615.45-4.8-0.81-0.95121.8415.1303.3230.79615.1817.526.396.393.63.65.91-5.25-0.86-1.02106.65363.24265.32201.87715.217.546.36.33.593.595.05-4.5-0.74-0.8991.47311.31227.31172.98815.1917.536.316.313.593.595.56-4.88-0.79-0.9676.27259.45189.4144.13915.1917.536.316.313.593.595.49-4.82-0.77-0.9561.08207.59151.48115.271015.1917.536.316.313.593.595.49-4.82-0.77-0.9545.89155.73113.5686.411115.1717.516.336.333.613.615.09-4.53-0.7-0.8630.7103.8775.6457.551215.5317.876.126.123.543.545.5-5.21-0.78-1.0815.5352.0137.6828.65注：表中的剪力和轴力的单位均为97 黑龙江八一农垦大学毕业设计（2）剪力墙内力计算竖向恒荷载和竖向活荷载作用下剪力墙内力根据表5.3和表5.4进行计算，剪力墙各截面的弯矩和轴力可用平衡条件求得，剪力等于0，计算结果见表5.7所示。表5.7竖向荷载作用下剪力墙内力计算表层次恒荷载作用活荷载作用弯矩轴力弯矩轴力12776.724044.5186.6502.8422531.443656.08171.05460.9332286.163308.56155.5419.0242040.882961.04139.95377.1151795.62613.52124.4335.261550.322266108.85293.2971305.351918.7993.33251.3981060.151571.3577.77209.499814.941223.962.21167.5910569.73876.4546.65125.6911324.52529．0031.0983.791279.27181.5115.4741.876作用效应组合6.1结构抗震等级结构抗震等级应根据烈度结构类型和房屋高度确定，对于框架-剪力墙结构，还因判别总框架承受的地震倾覆力矩是否大于总地震的50%。为此，应计算总框架承受的地震倾覆力矩。总框架承受的地震倾覆力矩为：地震总倾覆力矩为：则97 黑龙江八一农垦大学毕业设计框架部分的抗震等级为三级，剪力墙部分的抗震等级为二级。6.2框架梁弯矩和剪力设计值（1）梁支座边缘截面内力标准值表6.1是1、4、12层框架梁在竖向荷载和水平荷载作用下梁支座边缘截面的内力标准值。下面以第一层梁A支座边缘截面的弯矩和剪力为例说明计算方法，其他的计算结果见表6.1所示。恒荷载作用下，由表5.4和表5.6中的有关数据，可得第1层梁A端支座边缘截面的弯矩和剪力值为在水平地震作用下，由表4.13中的有关数据可得：,另外，表6.1还列出了重力荷载代表值产生的弯矩。由前面计算活荷载作用下框架内力时，屋面取活荷载为，而此处的取值是屋面作用有雪荷载其他层作用活荷载产生的，因此计算12层框架梁端弯矩和剪力时，可近似将乘以系数。表6.1⑧轴线框架梁支座边缘截面内力标准值层次截面恒载内力活载内力重力荷载代表值风载内力地震内力1-58.4477.59-11.8315.21-64.3557.152.8377.32-72.3796.92-13.6817.55-79.217.882.8385.75-29.6332.88-3.336.32-31.2952.832.1130.87-24.6332.88-2.386.32-25.823.282.1135.31-4.817.96-0.933.6-5.2653.072.7233.2397 黑龙江八一农垦大学毕业设计续表6.1-2.4217.96-0.643.6-2.742.382.7224.234-62.5677.52-12.815.15-68.9617.017.0683.06-74.8496.85-14.3617.49-82.0220.807.06101.56-24.9634.61-3.366.35-26.647.525.4436.76-25.3234.61-2.576.35-26.6058.515.4441.56-5.0118.37-0.983.61-5.57.697.9837.56-3.0918.37-0.763.61-3.478.687.9842.1112-47.6560.09-9.6315.53-48.8538.0714.0666.53-50.6261.56-13.5317.87-52.3137.8314.0666.10-19.4122.36-4.56.12-19.9713.6810.8523.87-12.0622.36-2.326.12-12.3518.9010.8533.01-4.9110.28-1.293.54-5.0716.3519.3528.56-1.5810.28-0.63.54-1.6624.3019.3542.476.2.2梁内力组合考虑了四种组合，即由于本设计是高层建筑，故当恒荷载内力和活荷载内力及风荷载内力组合时，荷载组合值系数取1.0。另外，组合竖向荷载作用下的梁端弯矩乘以弯矩调幅系数0.8。梁的跨中弯矩值可根据梁端弯矩组合值及梁上的荷载设计值由平衡条件确定，下面以EF跨跨中弯矩计算过程为例说明计算方法：，由于梁端弯矩系支座边缘的弯矩值，故计算时应取净跨假设梁跨中最大弯矩距离A端为x，则最大弯矩的剪力应满足由此得97 黑龙江八一农垦大学毕业设计，与假设条件相符，所得数值有效。梁的跨中做大弯矩值为同样，可求出有右风作用时的梁端弯矩、剪力和跨中弯矩。表6.2中，梁端剪力及跨中弯矩取考虑左右风时两者中的较大值97 黑龙江八一农垦大学毕业设计表6.2框架梁弯矩、剪力组合表（非地震组合）层次截面1支座-72.66114.40-46.09-61.8278.45-59.34-79.3695.48-74.9599.01-88.63140.87-58.44-75.7897.01-73.76-95.83116.66-91.84122.22-33.1148.304-24.48-30.7134.52-28.21-36.1441.60-35.3341.83-26.9848.304-19.05-26.2734.52-21.72-30.9041.60-28.9841.83-5.9126.592-0.31-7.0621.05-1.35-9.9525.08-6.1123.00-3.2226.5921.01-4.2321.050.29-6.3725.08-3.2523.00跨中AC104.1072.08103.3096.74CE79.7368.3678.2572.76EF34.4344.7235.6134.894支座-77.98114.234-36.24-73.6784.30-50.58-98.21101.27-80.3698.87-91.95140.706-42.73-88.49102.86-58.81-117.05122.45-95.19122.09-28.6750.422-13.43-29.9840.84-17.20-38.2547.95-30.3243.73-27.9150.422-12.39-31.1240.84-15.27-39.1047.95-29.9243.73-6.1827.0985.96-10.9628.814.86-16.6732.85-6.3923.45-4.0327.0989.19-9.9128.818.33-15.9732.85-4.1023.45跨中AC106.7469.2995.65103.54CE83.0154.6762.5169.89EF34.634.5134.6736.5497 黑龙江八一农垦大学毕业设计续表6.212支座-59.2393.857.55-76.2077.37-3.23-109.8394.76-61.0980.43-67.5498.894.37-78.8678.78-10.79-116.7198.80-68.2084.35-24.9335.40.52-29.5836.66-4.52-42.8343.51-25.4630.27-14.8335.414.88-26.7036.6612.28-40.6443.51-15.3430.27-6.5217.29218.18-17.7936.9616.73-29.0540.92-6.5914.64-2.3617.29232.50-20.9636.9631.83-36.2140.92-2.3114.64跨中AC93.7195.4598.2597.45CE55.6054.352.1555.88EF24.4124.7324.2625.67表6.3框架梁弯矩、剪力组合表（地震作用）层次截面1支座155.97-217.74116.98-163.31150.87-255.63179.59-191.72134.6971.70-101.7453.78-76.3191.41-95.6270.84-71.7253.1381.4350.29-55.3437.72-41.5165.55-41.0338.40-30.7728.8058.39跨中AC158.71119.03—97 黑龙江八一农垦大学毕业设计续表6.3CE98.7474.06—EF48.2336.17—4支座-233.21167.01-174.91125.26169.77199.31-278.05149.48-208.54-99.4273.85-74.5755.3989.4078.80-104.3459.10-78.2682.47-62.9757.70-47.2343.2858.7560.40-63.7345.30-47.8054.91跨中AC243.57182.68—CE97.3973.04—EF62.0646.55—12支座125.70-172.59294.28-129.44143.23-178.926128.71-134.1996.5350.71-69.8838.03-52.4169.83-64.4552.60-48.3439.4567.08跨中45.32-50.1933.99-37.6459.18-57.9756.3742.28-43.4856.39AC124.9393.70—CE63.2947.47—EF56.1942.14—注：表中的剪力和弯矩的单位分别为。97 黑龙江八一农垦大学毕业设计6.3框架柱弯矩、剪力、轴力设计值6.3.1柱支座边缘截面内力标准值在竖向及水平荷载作用下，柱的剪力值沿高度保持不变，弯矩值按直线规律变化，柱子支座边缘处的弯矩，其中、为支座中心处的弯矩和剪力，为支座中心至支座边缘的距离。由此计算的柱支座边缘的弯矩和剪力见表6.4所示。由于在计算活荷载内力时，屋面及楼面均取活荷载，而计算重力荷载代表值产生的内力时，屋面均取雪荷载，楼面仍取活荷载。因此，计算各层柱子的重力荷载代表值时，第12层柱子取,其他层的取值均按恒荷载加活荷载的一半来取。6.3.2柱子内力设计值柱端截面弯矩和剪力设计值按照表6.4所列公式进行组合，柱端剪力抗震设计时按照公式确定，另外抗震设计时，柱端弯矩设计值应符合公式得要求，柱端截面内力设计值见表6.4-6.7所示。下面以A轴柱第四层说明如何对柱端弯矩和剪力设计值进行调整。第4层柱的上端弯矩为109.16，第五层柱的下端弯矩为80.93则节点上下柱端截面截面反时针方向的弯矩设计值之和为190.09。另外节点作用梁端的顺时针方向的弯矩设计值之和是199.31，因为左右梁端弯矩之和与上下柱弯矩之和基本相等，故可以将柱端弯矩乘以1.1，即第4层上端弯矩截面调整后的值为：第4层柱的下端弯矩为186.98第3层柱的上端弯矩为69.80，则节点上下端弯矩之和为256.78，第3层节点左右梁端顺时针方向组合的弯矩设计值之和是520.88，因此应将节点左右梁端截面弯矩之和乘以弯矩增大系数1.1，在按照上下柱的组合弯矩比例分配给柱端，即97 黑龙江八一农垦大学毕业设计表6.4框架柱边缘截面内力标准值层次截面恒载内力活载内力重力荷载代表值地震内力风载内力1A柱上32.351747.4316.166.64182.483.3235.671838.6728.30215.637.442.34-2.833.10下16.132119.283.3217.792210.52128.9410.67C柱上-25.32305.23-12.65-8.64622.59-5.76-29.622616.5348.9249.8944.804.050.723.71下-12.652424.28-8.64-16.972735.58139.2311.53E柱上-9.471479.59-4.74-0.89455.18-0.45-9.921707.1823.9979.0338.081.98-0.613.15下-4.741598.64-0.45-4.971826.23135.9411.24F柱上-7.24840.98-3.62-1.10346.45-0.55-7.791014.210244.7432.6402.722.70下-3.62960.03-0.56-3.901133.26137.0811.344A柱上39.91319.226.608.32136.955.5544.061387.6847.14156.6331.438.65-19.345.77下39.91576.248.3244.061644.7247.148.65C柱上-32.881731.1-21.92-7.32466.96-4.88-36.541964.5879.0936.452.7314.524.539.68下-32.881816.78-7.32-36.542050.2679.0914.52E柱上-12.811096.44-8.54-1.24341.28-0.83-13.431267.0850.1954.2433.469.21-6.546.14下-12.811182.12-1.24-13.431352.7650.199.21F柱上-9.63621.67-6.42-1.45259.71-0.97-10.36751.5325.73174.4718.254.7221.353.35下-9.63707.35-1.45-10.36837.2129.015.3297 黑龙江八一农垦大学毕业设计续表6.412A柱上56.8989.4723.8013.2915.535.563.5497.2473.897.6932.4142.29-122.118.55下43.09116.479.8348.01124.2423.3313.35C柱上-43.15114.04-18.45-13.4252.01-5.21-49.86140.05103.032.0352.0458.9828.1429.79下-34.34123.04-8.48-38.58149.0553.0830.38E柱上-10.7977.84-5.45-1.8037.68-0.78-11.6996.6877.401.1634.4044.30-45.619.69下-12.1286.84-1.46-12.85105.6825.8014.76F柱上-14.3438.24-5.95-2.7528.65-1.08-15.7252.5752.616.8218.9630.10139.5610.85下-10.6347.24-1.77-11.5261.574.262.44注：表中的剪力和弯矩的单位分别为。表6.5A轴柱内力组合表层次截面1上48.1242.1035.5451.3944.8450.3175.612.0356.711.52116.1556.7150.3156.712352.32100.82093.02348.432356.352541.511816.62377.21362.451782.901782.901362.452541.511362.45下24.0034.294.4238.949.0725.10186.98-148.2140.24-111.15186.98140.2425.10140.242798.62547.12539.22794.652802.573043.512262.82823.41697.102117.552117.551697.103043.511697.1024.0423.73228.3819.725.13668.064-29.2851.05-21.96126.30126.3097 黑龙江八一农垦大学毕业设计续表6.54上59.5359.9935.7771.6447.4262.19109.16-13.4081.87-10.0598.2481.8762.1981.871774.71556.01610.11747.691801.851917.871379.41786.61034.551339.951339.951034.551917.871034.55下59.5359.9935.7771.6447.4262.19109.16-13.4081.87-10.05312.9181.8762.1981.872083.21864.41918.62056.142110.292264.871687.82095.11265.851571.331571.331265.852264.871265.8539.6939.99847.76831.61241.4672.78-8.93954.59-6.70205.58205.5812上86.87127.479.06146.0827.6790.09164.33-27.78123.25-20.84—123.2590.09123.25129.1163.6278.341.83300.05140.53177.43117.36133.0788.02—73.03140.5373.0下65.4770.4033.0284.1646.7868.0082.0421.3761.5316.03—68.0046.7861.5161.51310.2310.799.43332.45157.62129.77149.7697.33112.32—157.62332.4597.336.26-1.65262.2310.2937.6370.69-13.5753.02-10.18—53.02表6.6C轴柱的内力组合层次截面97 黑龙江八一农垦大学毕业设计续表6.61上-42.8033.24-93.95624.93-70.47183.7770.4742.8070.473734.652831.132701.422123.352026.062026.062026.063734.652026.06下-25.72165.82-196.179124.37-147.13196.179196.17925.72147.133895.3682973.992844.282230.492133.212133.212844.283895.3682133.21-22.8443.06-73.4232.30-55.07105.54105.544上-51.7163.36-142.27347.52-106.70155.06106.7051.71106.702803.942124.642030.001593.481522.501522.501522.502803.941522.50下-51.7163.36-142.27347.52-106.70137.11106.7051.71106.702919.612227.462132.821670.601599.611599.611599.612919.611599.61-34.4742.25-94.85331.69-71.14133.91133.9112上-71.6782.16-185.71961.62-139.29—139.2971.67139.29205.96139.49190.21104.62142.66—142.66205.96100.66下-54.8427.80-110.21220.85-82.66—110.21254.8420.85218.11150.29145.01112.72108.76—145.01218.11112.72-30.1245.51-89.79234.13-67.34—67.34表6.7E轴柱的内力组合层次截面1上-13.6719.82-42.55114.87-31.9135.3831.9113.6714.872452.631672.771878.251254.581408.692452.631408.692452.631254.58下-6.85171.03-182.41128.27-136.81136.81136.816.85128.2797 黑龙江八一农垦大学毕业设计续表6.72613.341815.632021.111361.721515.831515.831515.832613.341361.72-6.8543.82-55.1932.87-41.3941.0041.004上-18.5349.88-80.61937.41-60.46160.2960.4618.5337.411821.471245.221386.24933.921039.681039.681039.681821.47933.92下-18.5349.88-80.61937.41-60.4687.0060.4618.5337.411937.141348.031489.061011.021116.791116.791116.791937.141011.02-12.3633.25-53.74624.94-40.31103.04103.0412上-16.3787.67-113.56865.75-85.18—85.1816.3765.75142.7691.90122.5668.9391.19—71.19142.7668.93下-17.8219.00-48.08414.25-36.06—36.0617.8214.25154.91102.70105.7277.0379.29—79.29154.9177.03-8.1438.18-51.2628.64-38.45—38.45注：表中的剪力、轴力和弯矩的单位分别为。97 黑龙江八一农垦大学毕业设计表6.8F轴柱的内力组合层次截面1上-10.87-8.69-8.68-6.52-6.5214.0410.8710.876.521481.771327.34691.01995.51518.26995.511481.771481.77518.26下-5.45173.86-182.548130.40-136.91136.91136.915.45136.911642.491470.20833.871102.65625.411102.65625.411642.49625.41-5.4438.09-46.77628.57-35.0835.9435.944上-14.4521.89-45.0016.42-33.7585.6333.7514.4533.751098.96972.82519.19729.62389.39729.62389.391098.96389.39下-14.4526.16-49.2719.62-36.9589.5136.9514.4536.951214.631075.63622.01806.72466.51806.72466.511214.63466.51-9.6416.02-31.4312.02-23.5772.9872.9812上-22.1151.19-85.6038.39-64.20—64.2022.1164.2080.2754.7537.0241.0627.77—27.7780.2727.77下-16.12-7.22-18.30-5.42-13.72—16.1216.1213.7292.4265.5547.8249.1635.87—92.4292.4235.87-9.1117.51-31.7913.13-23.84—23.8497黑龙江八一农垦大学毕业设计97 黑龙江八一农垦大学毕业设计6.4剪力墙弯矩轴力及剪力设计值剪力墙弯矩轴力及剪力的组合方法和柱的相似，由柱轴力的组合来看本工程除考虑地震作用效应组合和非地震组合中的外，其余组合均不起控制作用，因此剪力墙在组合时，只考虑上述的组合方式，其余的均不考虑。为了便于计算，见剪力墙的内力标准值汇总与表6.9。表6.9剪力墙内力标准值层次截面恒载内力活载内力重力荷载代表值地震内力1上-2776.724044.5-186.6502.84-2870.024295.92-14401.001040.051072.71下-2776.723901.36-186.6502.84-2870.024152.78-18703.901040.051108.444上-2040.882858.80-139.95377.11-2110.863047.36-8996.99259.91338.41下-2040.882961.04-139.95377.11-2110.863149.60-6687.12259.91465.7712上-79.27181.51-15.4741.87-87.01202.45066.91-126.21下-79.27283.75-15.4741.87-87.01304.69612.5466.9143.28注：表中弯矩轴力剪力的单位分别是剪力墙的内力组合方法和柱的组合方法相似，结果见表6.12。6.5连梁弯矩及剪力设计值连梁的内力组合方法和框架的组合方法相似，对5轴线连梁进行组合。为了计算简便，将连梁支座边缘截面内力标准值列于表6.10中。表6.10⑤轴线连梁支座边缘截面内力标准值层次截面恒载内力活载内力重力荷载代表值/地震内力/////1C-20.8928.31-3.694.79-22.74±121.60E10.2534.321.855.9511.18±94.094C-20.8928.31-3.964.79-22.87±138.83E10.2534.321.885.9511.19±107.4412C-16.6819.51-4.004.75-18.68±179.44E5.4925.731.785.986.38±138.8697 黑龙江八一农垦大学毕业设计6.5.1连梁内力设计值在水平地震作用下连梁受力较大，因此仅对考虑有地震作用效应的组合。其中在组合时，重力荷载代表值应乘以弯矩调幅系数0.8；连梁内力组合值见表6.11所示。表6.11连梁内力组合表层次截面1支座C130.79-185.37111.17-157.562.9025.65117.55E-135.73108.90-115.3792.5729.06120.96跨中93.4679.44——4支座C153.04-207.92130.08-176.732.9527.33131.10E-153.10126.24-130.14107.3027.38131.16跨中97.6583.00——12支座C210.86-243.93179.23-207.343.0035.18168.19E-188.17172.86-159.94146.9319.53152.54跨中103.2087.72——97 黑龙江八一农垦大学毕业设计表6.12⑤轴线剪力墙内力组合表层次截面设计值调整1上端3935.17-22165.3215277.28-18840.5212985.6918840.52218840.523935.1712985.695962.926507.173803.045531.093232.583232.5845531.095962.923232.58—1394.521185.341659.481659.48下端3935.17-27759.0920871.05-23595.2217740.3923595.2223595.223935.1717740.395769.686335.403631.275385.093086.583086.585385.095769.683086.58—1440.971224.821714.751714.754上端2895.14-14229.129163.06-12094.757788.6012094.7512094.752895.147788.604236.493994.723318.953395.512821.112821.113395.514236.492821.11—439.93373.94523.52523.52下端2895.14-11226.296160.22-9542.355236.199542.359542.352895.145236.194374.514117.403441.643499.792925.392925.393499.794374.512925.39—605.50514.68720.55720.5512上端122.48-104.41-104.41-88.75-88.7588.75122.48122.4888.75286.91329.92155.96280.43132.57132.57286.91286.91132.57—164.07139.46195.44195.44下端122.48691.89-900.71588.11-765.60765.60588.11122.48122.48424.93452.61278.65384.72236.85236.85384.72424.93424.93—56.2647.8266.9566.9597 黑龙江八一农垦大学毕业设计7构件截面设计7.1框架梁截面设计本方案以第1层为例说明计算方法，其余的计算结果见表7.1所示。从表中挑出AC跨梁跨中截面和支座截面最不利内力即：跨中截面，支座截面,,。第1层的混凝土强度为C40（），梁内纵向钢筋选用HRB400级钢筋（）。（1）梁的正截面承载力计算先计算跨中截面，因为梁为现浇，故跨中按T形截面计算。按梁间距考虑时，按翼缘厚度考虑时，此种情况不起控制作用，取三者最小者，故梁内纵向钢筋选HRB400级钢（），。下部跨间截面按单筋T形截面计算，因为：属第一类T形截面。AC跨：97 黑龙江八一农垦大学毕业设计实配钢筋416(),满足要求将下部跨间截面的416钢筋伸入支座，作为支座负弯矩作用下的受压钢筋（），再计算相应的受拉钢筋，即支座A上部说明富裕，且达不到屈服，可近似取实取418。（2）梁的斜截面受剪承载力计算AC跨：(跨高比大于0.25)故截面满足要求。梁端加密区箍筋取双肢φ10@80，箍筋用HPB300级钢筋（）（集中力产生的剪力为56kN,占总剪力的39.75%，的计算为，其中剪跨比大于3，取3）非加密区箍筋取双肢φ8@150，箍筋设置满足要求。97 黑龙江八一农垦大学毕业设计表7.1框架梁纵向钢筋计算表层次截面实配钢筋1支座-163.310.005804855.90.940.51418(1017)-191.720.0218041005.10.790.59418(1017)跨中119.030.011—588.08—0.35416(804)支座-76.31445.8580.750.770.64416(804)-71.72445.8603.70.740.66416(804)跨中74.060.015—445.8—0.38316(603)支座-41.51290.1349.40.830.38216(402)-30.77290.1258.91.120.28216(402)跨中48.230.013—290.1—0.43216(402)4支座-174.910.011906.0916.70.990.54418(1017)-208.540.022906.01092.90.830.64218（1017）跨中182.680.017—906.0—0.53418(1017)支座-74.570.014563.7627.70.900.69318(763)-78.260.025563.7658.80.860.72318(763)跨中73.040.027—563.7—0.62316(603)支座-47.230.008358.5397.60.900.44216(402)-47.800.009358.5402.40.890.44216(402)跨中46.550.023—358.5—0.39216(402)12支座-134.190.008632．8703.30.900.41318(763)-134.190.008632．8703.30.900.41318(763)跨中124.930.012—632．8—0.37318(763)支座-52.410.016364.5441.20.830.05316(603)-48.340.009364.5406.90.900.45316(402)跨中47.470.018—364.5—0.40316(402)支座-37.64320.7316.81.010.35216(402)-43.480.01320.7365.90.880.40216(402)跨中42.140.021—320.7—0.35216(402)97 黑龙江八一农垦大学毕业设计表7.2框架梁箍筋数量计算表层次截面梁端加密区沿梁全长实配钢筋实配钢筋1150.87647.49>V0.06双肢φ8@100(1.01)双肢φ8@100(0.34)91.41348.56>V0.15双肢φ8@100(1.01)双肢φ8@100(0.40)81.43348.56>V0.05双肢φ8@100(1.01)双肢φ8@100(0.40)65.55348.56>V构造配筋双肢φ8@100(1.01)双肢φ8@100(0.40)58.39348.56>V构造配筋双肢φ8@100(1.01)双肢φ8@100(0.40)4169.77566.13>V0.35双肢φ8@100(1.01)双肢φ8@100(0.34)89.40304.78>V0.27双肢φ8@100(1.01)双肢φ8@100(0.40)82.47304.78>V0.20双肢φ8@100(1.01)双肢φ8@100(0.40)58.75304.78>V0.06双肢φ8@100(1.01)双肢φ8@100(0.40)54.91304.78>V0.02双肢φ8@100(1.01)双肢φ8@100(0.40)12143.23566.13>V0.17双肢φ8@100(1.01)双肢φ8@100(0.34)69.83304.78>V0.07双肢φ8@100(1.01)双肢φ8@100(0.40)67.08304.78>V0.04双肢φ8@100(1.01)双肢φ8@100(0.40)59.18304.78>V构造配筋双肢φ8@100(1.01)双肢φ8@100(0.40)97 黑龙江八一农垦大学毕业设计续表7.256.39304.78>V构造配筋双肢φ8@100(1.01)双肢φ8@100(0.40)7.2框架柱截面设计（1）剪跨比及轴压比验算柱子的剪跨比按照公式确定，其中取柱子上下端弯矩较大者。计算轴压比时，N取考虑地震组合的轴力设计值。表7.3是柱轴压比和剪压比的计算结果。表中的数值考虑了内力调整但没有考虑承载力抗震调整系数。柱子轴压比不宜大于0.9，柱的剪跨比大于2。表7.3柱的剪跨比和轴压比验算柱号层次b/mmho/mmfc/(N/mm2)Mc/KN•mVc/KNN/KNMc/VchoN/fcbhA柱170066019.1186.9868.062823.44.160.30465061016.7109.1672.782095.12.460.301260056016.7164.3370.69149.764.150.02C柱170066019.1196.1873.423895.374.050.57465061016.7142.2794.852919.612.460.491260056016.7185.7289.79218.113.690.04E柱170066019.1182.4155.192613.345.010.38465061016.780.6253.751937.142.460.321260056016.7113.5751.26154.913.960.03F柱170066019.1182.5546.781642.495.910.24465061016.749.2731.431214.632.570.201260056016.785.6031.7992.424.810.02（2）柱正截面受压承载力计算纵向钢筋选用HRB400级钢筋，以A轴柱第1层为例说明计算方法。由柱组合表可见，A轴柱上、下端截面共有6组内力，先取M最大的一组计算。97 黑龙江八一农垦大学毕业设计，ea取20mm和偏心方向截面尺寸的1/30两者中较大值，即700/30=23mm,故取ea=23mm，因此组内力中水平荷载产生的弯矩值占总弯矩的75%以上，所以柱的计算长度按照下面的方法计算，取柱的计算高度为7.24m。，，故为小偏心受压。取，解方程的到，且。，上式满足要和，否则为构造配筋。本方案中，97 黑龙江八一农垦大学毕业设计所以这组内力计算时为构造配筋。再取轴力最大的一组计算。柱的计算长度的确定和上述的计算结果一致，取值为7.24m。，ea取20mm和偏心方向截面尺寸的1/30两者中较大值，即700/30=23mm,故取ea=23mm，，，故为小偏心受压。取，解方程的到，且和，否则为构造配筋。本方案中，所以这组内力计算时为构造配筋。（3）柱斜截面受剪承载力计算97 黑龙江八一农垦大学毕业设计以A轴第12层柱为例。柱的剪力设计值及相应的轴力设计值为，剪力设计值应满足满足要求。柱的箍筋数量按照公式确定，公式中的由表53查得，其值大于3时取3；N取值为129.77kN（）所以按照构造配筋。柱端加密区的箍筋选用4肢。12层柱底轴压比,查表得柱箍筋最小配箍率特征值，则最小体积配箍率：，取值为0.4%满足要求，根据构造要求，取加密区箍筋为，加密区位置及长度按规范要求确定。非加密区还应满足，故箍筋取，各层柱箍筋计算结果见表7.4。各柱均采用井字形复合箍筋表7.4框架柱箍筋数量表柱号层次实配箍筋加密区非加密区A柱1126.31764.842117.52807.70.54φ8@100(0.67)4φ8@150(0.45)4205.581324.311571.32116.70.44φ8@100(0.73)4φ8@150(0.48)1253.021122.24112.321803.60.44φ8@100(0.73)4φ8@150(0.48)C柱1105.541764.842133.22807.70.54φ8@100(1.32)4φ8@150(0.45)4133.911324.311599.62116.70.44φ8@100(1.32)4φ8@150(0.48)97 黑龙江八一农垦大学毕业设计1267.341122.24145.011803.60.44φ8@100(0.73)4φ8@150(0.48)97 黑龙江八一农垦大学毕业设计续表7.4E柱1411764.841515.82807.70.54φ8@100(0.67)4φ8@150(0.45)4103.041324.311116.72116.70.44φ8@100(0.73)4φ8@150(0.48)1238.451122.2479.291803.60.44φ8@100(0.73)4φ8@150(0.48)F柱135.941764.841102.62807.70.54φ8@100(1.32)4φ8@150(0.45)472.981324.31806.722116.70.44φ8@100(1.32)4φ8@150(0.48)1223.841122.2492.421803.60.44φ8@100(0.73)4φ8@150(0.48)（4）梁柱节点受剪承载力计算以第1层中间层的为例说明节点受剪承载力计算。由表中的数据可得节点左右梁端顺时针方向组合的弯矩设计值之和为节点核心区的剪力设计值按照公式计算。因验算方向的梁截面宽度300<700/2,故核心区截面有效验算宽度取和的较小值，节点核心区的剪力设计值满足下式的要求满足要求。节点核心区所需配置的箍筋数量按照公式计算。97 黑龙江八一农垦大学毕业设计采用柱端加密区的箍筋数量48@100。7.2剪力墙截面设计（1）剪跨比及轴压比验算剪力墙的剪跨比，其中弯矩值和剪力值取调整后的值，但不乘以承载力抗震调整系数。剪力墙的剪跨比及轴压比见表7.5所示表7.5剪力墙的剪跨比及轴压比层次11.2640019.131460.292286.334115.442.170.1841.2632516.712723.13960.733900.472.090.19121.2630016.71008.889.27315.801.790.02（2）正截面受压承载力计算以第1层为例。第1层的做不利内力组合为,剪力墙的翼缘宽度，翼缘厚度，，，，。纵向钢筋采用HRB400级。竖向及水平分布筋采用HRB335级钢筋。竖向分布筋采用12@200，相应的配筋率为采用对称配筋，假定则由《高规》得651.64mm，97 黑龙江八一农垦大学毕业设计选用3012（3391），剪力墙其他各层的配筋见表7.6所示表7.6剪力墙纵向钢筋计算表层次实配钢筋123599.223086.580.101376.23012（3054）49542.352925.390.032负值3012（3054）12765.6236.850.017负值3012（3054）（3）约束边缘构件和构造边缘构件计算约束边缘构件设置部位：剪力墙底部加强部位在第一、二层墙肢端部及其上1层（第三层）的墙肢端部。构造要求：由《高规》得有端柱的阴影部分边长max{bf+bw,bf+300}={700+200,700+300}=1000mm,阴影面积=则选择1622As==6079mm2，满足要求。构造边缘构件设置设置部位：除剪力墙第1、2、3层加强层外的其他层墙肢端部。构造要求：阴影部分边长=max{bf+bw,bf+300}={700+200,700+300}=1000mm,阴影面积=，则0.008Ac=0.008×550000=4400mm2按规范要求至少要满足612，面积为679mm2，故按面积大值取2480mm2选取1620As=5024mm2。7.3斜截面受剪承载力计算验算截面尺寸，剪跨比不大于2.5时剪力墙的受剪截面要符合下列要求97 黑龙江八一农垦大学毕业设计截面尺寸满足要求。偏心受压剪力墙斜截面受剪承载力：计算时V取实际值，由《高规》得选用双排10@150，相应的配筋率为：最小配筋率满足要求约束边缘构件：设置部位：设置部位：剪力墙底部加强部位由前比较可知道在第一、二层及其上1层（第三层）的墙肢端部。构造要求：约束边缘构件沿墙方向的长Lc=max{0.15hw,1.5bw,450}=max{0.15×6700,1.5×200,450}=1005mm。阴影部分设采用Φ8@50双向配置，其体积配箍率为：符合要求。构造边缘构件设置部位：除剪力墙第1、2、3层加强层外的其他层墙肢端部。构造要求：采用Φ8@100双向配置，其体积配箍率：符合要求。97 黑龙江八一农垦大学毕业设计表7.7剪力墙水平分布筋计算表层次实配钢筋数量11714.753667.23086.585118.80.773210@1501.050.524720.553206.42925.394475.6负值210@1501.050.521266.953206.4236.854475.6负值210@1501.050.527.4连梁承载力计算因为连梁的跨高比大于5，故与框架梁的受弯承载力计算方法相似计算结果见表7.8表7.8连梁纵向钢筋计算表层次截面实配钢筋1支座C-157.560.095473.681017.830.470.88420（1256）E-115.370.041473.68745.280.640.64420（1256）跨中79.440.016—473.68—0.41220（628）4支座C-176.730.12440.051141.670.390.98420（1256）E-130.140.07440.05840.700.520.72420+218(1137)跨中83.000.017—440.05—0.38220（628）12支座C-207.340.14465.931339.410.351.15420（1256）E-159.940.097465.931033.200.450.89420（1256）跨中87.720.018—465.93—0.40220（628）表7.9连梁箍筋计算表层次截面实配箍筋1C117.55444.080.24E120.96444.080.274C131.10388.280.40E131.16388.280.4012C168.19388.280.69E152.54388.280.5897 黑龙江八一农垦大学毕业设计8双向板楼盖设计板厚砼，钢筋为HPB300级,其中E区板的钢筋采用HRB335级。8.1荷载计算恒荷载设计值活荷载设计值合计8.2按塑性理论计算（1）搁板A计算跨度取，采用弯矩式配筋，跨中钢筋在距支座处弯矩一半，故得跨内及支座塑性绞线上的总弯矩为：代入基本公式，由于区搁板A四周与梁连接，内力折减系数0.8，由97 黑龙江八一农垦大学毕业设计（2）搁板B计算跨度取（3）搁板C计算跨度取97 黑龙江八一农垦大学毕业设计（4）搁板D计算跨度取（4）搁板E计算跨度97 黑龙江八一农垦大学毕业设计取（4）搁板F计算跨度取97 黑龙江八一农垦大学毕业设计表8.1楼面双向板的配筋计算截面配筋实有跨中A区格1001.2548.7381005031000.935.098100503B区格1000.4417.1581005031000.093.518100503C区格1000.9537.0481005031000.9336.268100503D区格1000.8231.9781005031000.4316.768100503E区格1604.56111.11101007851603.3381.1410100785F区格1001.4958.0981005031000.8031.198100503支座A-A1001.870.188100503A-B1002.597.478100503B-B1000.8834.318100503B-C1001.9475.6310100785B-D1000.8633.5310100785B-F1002.98116.1810100785E-F1606.66162.28101007859基础设计根据地基基础规范经验公式97 黑龙江八一农垦大学毕业设计桩侧土的极限侧阻力标准值（kPa）按任务书中取值：黄土土层时，=29kPa.古土壤土土层时，=35kPa黄土土层时，=40kPa古土壤土土层时，=41kPa黄土土层时，=43kPa粉质粘土土层，，混凝土预制桩桩长20m，取=980kPa。=9.1确定桩数和桩的布置根据《规范》规定，计算桩数时采用传至承载底面的荷载效应标准组合，取n=4根桩距，取s=1.5m。承台尺寸a=2.4mb=2.4m9.2计算桩顶荷载单桩所受的平均作用力（取承台及其上的土的平均重度)单桩所受的最大作用力：97 黑龙江八一农垦大学毕业设计9.3群桩承载力及沉降验算基础底面长2.4m宽2.4m。则实体基础埋深范围内土的加权平均重度：实体基础底面压力：桩尖平面处土平均压力：基础底面处土的自重应力基底附加压力为732.14kPa沉降计算结果，见表9.1表9.1沉降验算计算表点号010.50.950.9104554550.0031.3724.03.810.461184413890.0034.1734.54.290.421890460.0030.14桩基沉降经验系数：桩基沉降为：满足规范要求97 黑龙江八一农垦大学毕业设计9.3承台受冲切承载力验算（1）柱边冲切验算有公式可求得冲垮比与冲切系数：，因h=1415mm，故可取>1.35F=3956.03kN(满足)（2）角柱向上柱冲切验算从柱角内边缘至承台外边缘距离C1=0.95C2=0.95，。满足抗角柱冲切9.4承台受剪承载力计算剪跨比与以上冲垮比相同，故，（满足）。97 黑龙江八一农垦大学毕业设计9.5承台受弯承载力计算选用，，沿平行于y轴方向均匀布置。选用，，沿平行x轴方向均匀布置。9.6桩的强度验算桩的截面尺寸为，桩长为20m，分两段，配筋为，通长配筋，钢筋保护层为35mm。吊点与跨中弯矩相等：，K为动力系数取1.3，所以得：,，每边配422，共配422满足要求。10楼梯设计该次设计以一楼梯为设计对象，采用现浇钢筋混凝土板式楼梯，现以二层至三层楼梯进行设计，配筋详见结构施工。层高3m踏步尺寸：150mm×270mm。采用C25混凝土，板采用HPB300钢筋。楼梯上均布活荷载标准值qk=2.0kN/m297 黑龙江八一农垦大学毕业设计10.1梯段板设计取板厚h=100mm约梯板斜长的1/30，板倾斜角tanα=150/240=32cosα=0.848取1m宽板带计算。10.2荷载计算梯段板的荷载计算：恒荷载：踏步重：斜板重：20mm厚找平层恒荷载标准值：恒荷载设计值：活荷载标准值：活荷载设计值：总荷载：内力计算计算跨度弯矩设计值：板的有效高度。实选：12@100()。97 黑龙江八一农垦大学毕业设计10.3平台板设计设平台板厚h=100mm，取1m宽板带计算。荷载计算：恒荷载：平台板自重：20mm厚找平层恒荷载标准值：恒荷载设计值：活荷载标准值：活荷载设计值：总荷载：内力计算计算跨度弯矩设计值选配：8@100()10.4平台梁设计设计平台梁截面尺寸为：200mm×350mm荷载计算：97 黑龙江八一农垦大学毕业设计表10.1荷载计算表荷载种类荷载标准值(kN/m)恒荷载梁自重0.2×1.2×(0.35-0.07)×25=1.68平台板传来5.38×（1.2/2+0.2）=4.304梯段板传来9.37×2.4/2=11.244合计17.23计算跨度值弯矩设计值：剪力设计值：截面按侧L形计算，选配214As=307配置8@100箍筋，则斜截面受剪承载力（故满足要求）97 黑龙江八一农垦大学毕业设计致谢经过二个多月的紧张而又忙碌的学习，终于完成了紧张、忙碌的毕业设计。看到自己辛苦劳动后的成果，心中有许多说不出的感觉。毕业设计是我对四年大学所学知识的第一次综合运用。毕业设计使我学到了许多在书本上学不到的知识，而且这次毕业设计进一步提高了我的设计计算能力，锻炼了我查阅、分析和运用资料的能力。这段时间里，遇到了许多问题，这就使我不得不问老师，去查资料、规范，因此弥补了四年学习的不足，又从中学到了许多知识。四年的学习生活中，我曾经取得了不少的好成绩，与此同时也饱受着困难，挫折和磨难的考验。离别的季节也是收获的季节，看着自己辛勤劳动的成果，自己深敢安慰，我深深知道，成绩不仅是我个人的成果，背后还有老师和同学们的关怀和无私的帮助。整个设计的过程中，老师和同学的帮助下，我不仅对我四年的知识进行了回顾而且也培养了自己独立工作，理论联系实际的能力。当然，在作设计的过程中也看到了自己的缺点和不足之处。就是自己对以前的知识掌握得还不扎实，因此，在以后的工作中我会好好的努力，提高自己的水平。在毕业答辩即将结束之际，我真诚的感谢在设计中指导过我的解恒燕老师和郑鑫老师，没有您的帮助和鼓励我就不能完成这个设计，在设计过程中，通过教研室老师的指点，避免了一些的错误，同时学到了很多知识，特别要感谢解恒燕老师的细心督促，使我的设计顺利的进行。在此，我向所有老师道一声：你们辛苦了！柴冬冬2012.05.97'