框架结构宿舍楼毕业设计说明

..XXXX大学毕业设计题目：威海市电子科技大学五层宿舍楼框架结构设计院、系：建筑工程系姓名：XXX指导教师：XXX系主任：XXX年月日威海市电子科技大学五层宿舍楼框架结构设计摘要本设计为威海市电子科技大学五层宿舍楼框架结构设计,该项目位于威海市主要用于解决学生宿舍不足的问题,该项目根据规范对其进行结构设计。该公寓高19.8m,总建筑面积为2983m2,为7度抗震设防烈度,地基土质较为稳定。结构设计由框架设计、抗震设计、构件设计和基础设计等组成。本设计主要对1榀框架进行配筋设计。在确定框架布局与分配统计得到各种荷载、作用的大小之后,按D值法、分层法及底部剪力法等方法计算得出结构内力,并以此为基础,进行内力组合然后选出最不利的一组进行配筋,最后得到配筋成果。此外,本设计还采用PKPM等软件进行设计。关键词：框架结构、结构设计TheFiveLayerApartmentBuildingofWeihaiElectronicScienceandTechnologyUniversityAbstractThisdesignfortheuniversityofelectronicscienceandtechnologyinweihaicityfivelayersofadormitorybuildingframestructuredesign,theprojectislocatedinweihaicityismainlyusedtosolvetheproblemofinsufficientstudentdormitory,theprojectaccordingtothespecificationforstructuraldesign.Theapartmentis19.8meterstall,withatotalconstructionareaof2983m2,of7degreeseismicfortificationintensity,thefoundationsoilisrelativelystable.Theframeworkdesign,seismicdesignofstructuredesign,componentdesignandfoundationdesign,etc.Thisdesignmainlyfor1crossreinforcementdesign.Indeterminingtheframelayoutanddistributionaftergettingallkindsofload,theeffectofthesizeofthestatistics,theDvaluemethod,hierarchicalmethod,andthebottomshearmethodcalculatesthestructureinternalforce,andonthisbasis,agroupofinternalforcecombinationandchoosethemostunfavorabletoreinforcement,reinforcementresultsfinally.Inaddition,thisdesignalsoUSESthePKPMsoftwaretodesign,etc.Keywords：electricmachine,faultanalysis目录摘要 =1\*ROMANIAbstract =2\*ROMANII第1章工程概况11.1工程概况11.2设计依据11.3建筑平面图21.4结构布置图3第2章结构布置42.1梁尺寸估算42.2柱截面尺寸估算4第3章荷载统计73.1恒荷载统计73.2活荷载统计9第4章屋盖及楼盖设计104.1楼面板设计104.2屋面板设计14第5章风荷载作用下框架内力计算175.1风荷载作用下标准值计算175.2风荷载作用下水平位移计算175.3框架线刚度计算185.4柱侧移刚度计算195.5风荷载作用下内力计算19第6章地震作用236.1抗震设计中的重力荷载代表值计算236.2框架线刚度计算256.3地震周期计算266.3.1计算基本周期266.3.2水平地震作用下内力计算27第7章竖向荷载作用下框架内力计算317.1荷载计算317.1.1恒载计算317.1.2活载计算327.2弯矩计算337.2.1恒载作用下弯矩计算337.2.2活载作用下弯矩计算347.3力矩分配35第8章内力组合408.1框架梁内力组合408.1.1框架梁端弯矩调幅408.1.2框架梁端内力调整418.1.3梁的荷载组合448.2框架柱的内力组合518.2.1框架柱端内力调整518.2.2框架柱的荷载组合52第9章截面设计609.1框架梁设计609.2框架柱设计67第10章楼梯设计7510.1设计资料7510.2梯段板设计7510.3平台板设计7610.4平台梁设计77第11章节点设计7911.1顶层中间节点7911.2其他中间节点和端节点79第12章基础设计8112.1横向框架柱下基础设计8112.2中柱双柱联合基础设计85致谢88参考文献89..工程概况工程概况本工程为威海市电子科技大学五层框架结构宿舍楼。本工程为钢筋混凝土框架结构,总建筑面积2983m2,设计使用年限为50年。本建筑按7度抗震设防。威海市地区基本雪压,基本风压,地面粗糙度为C类。地势较平坦,地表下土层分布较不均匀,分为四层：第一层0.4m杂填土；第二层0.4-1.4m粉土层,地基承载力260kPa；第三层1.4-4.5m粘土层,地基承载力300kPa。设计依据混凝土及砌体结构〔上册．房屋建筑学<第二版结构力学Ⅰ-基本教程〔第3版土木工程抗震设计〔第三版基础工程〔第二版.高层建筑结构〔第三版.混凝土结构设计规范〔GB50010—2010．建筑抗震设计规范〔GB50011—2010．建筑平面图图1-1标准层平面图结构布置图图1-2结构布置图结构布置主体结构共五层,1层的层高为4.2m,2-5层的层高为3.9m。女儿墙的高度0.9m。柱埋深取为0.75m,室内外高差为0.45m。外墙厚290,内墙厚190。门为木门,门洞尺寸为1.0m×2.1m。窗的材料为铝合金窗,洞口尺寸为2.7m×2.1m。楼盖、屋盖均采用钢筋混凝土结构。梁截面高度按梁跨度的1/12~1/8估算,宽度取截面高度的1/3~1/2,各层梁截面尺寸及混凝土强度等级见表4-1。C30混凝土<>。梁尺寸估算表2-1各层梁截面尺寸及混凝土强度等级单位：<mm×mm>层次混凝土等级边跨梁〔b×h中跨梁〔b×h2~51层柱截面尺寸估算柱截面尺寸可根据柱的轴压比限值确定。,〔2-1式中N：轴压比设计值B：考虑地震作用时柱轴力增大系数,边柱取1.3,中柱取1.2F：按支剪状态计算的柱子的负载面积：单位面积上的重力荷载代表值N：验算截面以上的楼层层数：柱子的截面面积柱子的轴压比限值,一、二、三级分别为0.65、0.75、0.85。查得抗震等级为三级时,取柱子的轴压比限值为0.85,其中hc≥400mm,bc≥350mm。由公式得第一层柱截面面积为：边柱：中柱：图2-1框架计算简图若柱截面为正方形,则边柱和中柱截面312mm和378mm。据计算结果综合考虑其他因素,柱截面尺寸取值如下：1~5层：450mm×450mm荷载统计恒荷载统计1.屋面框架梁线荷载标准值2.楼面框架梁线荷载标准值3.屋面框架节点集中荷载标准值4.楼面框架节点集中荷载标准值活荷载统计1.屋面活荷载取活荷载与雪荷中的较大值：2.楼面活荷标准值取,走道取屋盖及楼盖设计楼面板设计取1m的板带作为计算单元进行计算。1.荷载计算2.内力计算=1\*GB2⑴计算跨度方向：方向：=2\*GB2⑵弯矩计算图4-1楼面板计算简图,,取在配筋过程中钢筋无弯起,则：令荷载设计值,则：3.配筋计算取1m板带作为计算单元进行计算设计资料：板厚h=100mm,板的混凝土采用C30,HRB400级钢筋,板的混凝土保护层厚度,。,,,。=1\*GB2⑴方向板中配筋：此时按最小配筋率配筋,选用C10@200<>。,满足要求。=2\*GB2⑵方向板边缘配筋：选用C10@200<>,满足要求。=3\*GB2⑶方向板中配筋：选用C10@200<>,满足要求。=4\*GB2⑷方向板边的配筋：选用C10@200<>,满足要求。卫生间因防水要求板厚为80mm=60mm=1\*GB2⑴方向板中配筋：此时按最小配筋率配筋,选用C10@200<>。=2\*GB2⑵方向板边缘配筋：选用C10@200<>,满足要求。=3\*GB2⑶方向板中配筋：选用C10@200<>,满足要求。=4\*GB2⑷方向板边的配筋：选用C10@200<>,满足要求。屋面板设计取1m的板带作为计算进行计算。1.荷载计算图4-2屋面板计算简图2.内力计算=1\*GB2⑴计算跨度方向：方向：=2\*GB2⑵弯矩计算,,取在配筋过程中钢筋无弯起,则：令荷载设计值,得：3.配筋计算取1m板带作为计算单元设计资料：板厚h=100mm,板的混凝土采用C30,HPB235级钢筋,板的混凝土保护层厚度,。=1\*GB2⑴方向板中配筋：此时按最小配筋率配筋,选用C10@200<>。=2\*GB2⑵方向板边缘配筋：选用C10@200<>,满足要求。=3\*GB2⑶方向板中配筋：选用C8@130<>,满足要求。=4\*GB2⑷方向板边的配筋：选用C10@200<>,满足要求。风荷载作用下框架内力计算风荷载作用下标准值计算风荷载标准值按式计算。式中的为基本风压。为风荷载体型系数,矩形平面建筑风荷载体型系数1.3。本建筑中,故取=1.3,风压高度变化系数,与地面粗糙程度有关。风振系数,本设计房屋高度小于30m,因此该房屋框架不需考虑风压脉动的影响。可近似采用振型计算点距室外地面高度Z与房屋H的比值,为风压高度变化系数。威海市基本风压,地面粗糙程度为c类。求得各楼层标高处的见表6-1,风荷载作用下结构计算见图6-1。表5-1沿房屋高度分布风荷载标准值层次Z<m>B<m>H<m>><kN>51.01.320.250.740.633.92.85741.01.316.350.670.573.93.98.6731.01.312.450.650.553.93.98.3721.01.38.550.650.553.93.98.3711.01.34.650.650.553.94.2759.17风荷载作用下水平位移计算风荷载作用下框架侧移刚度按D值法计算,见表5-2。图51风荷载作用下结构计算简图表5-2风荷载作用下各层框架柱D值及剪力值层数层剪力kN边柱D值N/mm中柱D值N/mmN/mm每层边柱剪力kN每层中柱剪力kN571001414638493041.422.08415.671001414638493043.184.65324.041001414638493044.887.14232.411001414638493046.589.63141.58525764591817512.0214.76框架线刚度计算横梁线刚度计算过程见表5-3,柱线刚度计算过程见表5-4。表5-3横梁线刚度计算类别层次/N/mm2/mm2/mm4/m边横梁1~5层走道梁1~5层续表5-3横梁线刚度计算类别层次/N.mm/N.mm/N.mm边横梁1~5层2..454×10103.681×10104.908×1010走道梁1~5层2.29×10103.44×10104.57×1010表5-4柱线刚度计算层次/mm/N/mm2/mm2/mm4/N.mm1层54003.0×104450×4503.417×10101.898×10102~539003.0×104450×4503.417×10102.628×1010注：柱的线刚度,为柱的截面惯性矩,h为框架柱的计算高度。柱侧移刚度计算表5-5中框架柱侧移刚度D值层次边柱:<14根>中柱:<14根>2~51.8680.483100144.8020.70614638493041层2.5860.67352576.650.827645918175注：柱的侧移刚度风荷载作用下内力计算根据各楼层剪力及柱的抗侧移刚度,可求得分配各框架柱的剪力,i层j柱分配到的剪力及该柱上下端的弯矩分配按下列各式计算：上端弯矩：下端弯矩：由此可得：框架柱的固端弯矩,边柱与中柱的计算结果见表5-5。求得柱的轴力,见表5-6。风荷载F的M、V、N见图5-2,图5-3。表5-5各层柱端弯矩及剪力计算层次/m/KN/N/mm边柱y53.9749304100141.421.8680.3932.153.3643.915.6749304100143.181.8680.4435.56.9133.924.0449304100144.881.8680.4959.389.6523.932.4149304100146.581.8680.54313.9411.7315.441.5818175525712.022.5860.59334.4926.42层次hi/mVi/KN/N/mm中柱y53.9749304146382.084.8020.453.654.6243.915.6749304146384.654.8020.5009.079.0733.924.0449304146387.144.8020.50013.9213.9223.932.4149304146389.634.8020.50018.7818.7815.441.5818175645914.766.650.5543.8435.87表5-6梁端弯矩、剪力及柱轴力计算层次边跨梁轴力N/kNm/kNmL/m/kN边柱N/kN中柱N/kN53.361.796.61.8240.833.1149.065.136.64.7802.719.87315.158.956.68.0095.5915.99221.1112.736.611.2439.4824.25140.3615.716.614.29118.7147.45层次走道梁轴力NMBC/kNmMCB/kNmL/mVb/kN边柱N/kN中柱N/kN52.833.362.10.8400.833.1147.69.062.12.2732.719.87314.0415.152.13.9385.5915.99219.9721.112.15.4499.4824.25130.6540.362.17.04018.7147.45图5-2风载作用下框架剪力图图5-3风载作用下柱轴力图图5-4风荷载作用下框架弯矩图地震作用抗震设计中的重力荷载代表值计算〔6-1顶层：女儿墙自重：屋顶屋面板自重：顶层横梁自重：顶层纵梁自重：顶层柱自重：门面积：窗面积：门自重：窗自重：内墙面积：外墙面积：内墙自重：外墙自重：顶层自重：屋面雪荷载：

顶层重力荷载代表值：2-4层：楼面板自重：2-4层自重：2-4层重力荷载代表值：底层：柱自重：外墙面积：窗面积：内墙门面积：外墙门面积：内墙面积：窗自重：门自重：外墙自重：内墙自重：底层自重：底层重力荷载代表值：1-4层活荷载：卫生间：楼梯间：走廊：其他：框架线刚度计算框架梁梁线刚度计算过程见表6-1,框架柱侧移刚度计算过程见表6-2,计算见表6-3。表6-1框架梁梁线刚度计算部位断面跨度<m>矩形截面惯性矩边跨梁中跨梁屋面梁6.65.48.13.6810.84.91楼层梁6.65.48.13.6810.84.91走道梁2.11.62.43.433.24.57表6-2框架柱侧移刚度计算层数层高柱名根数楼层53.9中框架中柱中框架边柱边框架中柱边框架边柱1818443.611.872.711.40.6930.4830.5750.4122.6280.7891.3331.0011.1920.85423.99418.0184.7683.41650.1962-43.9中框架中柱中框架边柱边框架中柱边框架边柱1818443.611.872.711.40.6930.4830.5750.4122.6280.7891.3331.0011.1920.85423.99418.0184.7683.41650.19615.4中框架中柱中框架边柱边框架中柱边框架边柱1818444.992.593.751.940.7850.6730.7390.6191.8980.4120.6140.5260.5780.48411.0529.4682.3121.93624.768表6-3计算层数56912.46912.450.1960.01160.26311535.2403.9145119.3512031.7550.1960.02530.25151725.86434.0535119.3517151.150.1960.0390.22621552.24351.1725119.3522270.4550.1960.05260.18721284.61240.4815956.428226.8524.7680.13460.1346932.02125.4528226.857029.931555.06地震周期计算计算基本周期按顶点位移法计算基本周期：按能量法计算基本周期：取按照地震影响系数曲线,设防烈度7度时确定场地类别：场地覆盖层厚度>20m,故场地计算深度由规范可知,该场地为二类场地设计地震分组第一组II类场地,设计地震分组为第一组时,结构总水平地震作用效应标准值各楼层水平地震作用标准值按下式计算：修正：计算结果如表6-4表6-4层次53.9216912.4120784.73653655019600.0730.01943.917.112031.75115285.83497145019600.1420.03633.913.217151.1885232689825019600.1960.0523.99.322270.4561760.318711695019600.2330.05915.45.428226.8535314.210712762476800.5150.1水平地震作用下内力计算水平地震作用近似取倒三角形分布,确定各柱的反弯点高度利用D值法,以中框架为例计算结果如表6-5、6-6、6-7、6-8剪力图、轴力图、弯矩图见图6-1、6-2、6-3表6-5框架柱剪力计算层数层剪力53650.0210.0277.39.85547140.0210.02714.2819.27839820.0210.02719.6426.514211690.0210.02723.3831.563112760.0210.02526.79631.9表6-6框架柱反弯点高度比层数51.870.3940000.3943.610.450000.4541.870.4440000.4443.610.50000.531.870.4940000.4943.610.50000.521.870.50000.53.610.50000.512.590.550000.554.990.650000.65表6-7框架柱端弯矩计算层数51.53711.2217.251.75517.321.1441.73224.7330.961.9537.5937.5931.92737.8538.751.9551.751.721.9561.5545.591.9561.5561.5512.9779.5865.112.9794.7477.52表6-8框架梁端弯矩层数517.259.112.0412.04442.1823.631.2931.29376.638.3950.950.9283.4448.764.5564.551126.7259.879.2779.27图6-1地震荷载作用下框架剪力图图6-2地震荷载作用下柱轴力图图6-3地震荷载作用下框架弯矩图竖向荷载作用下框架内力计算取3轴横向框架进行计算,计算单元如下图7-1所示。图7-1横向框架计算单元荷载计算恒载计算各层梁上作用的恒载如下图7-2所示。图7-2各层梁上作用的恒载表7-1横向框架横荷载汇总表层数kN/mkN/mkN/mkN/mkNkNkNmkNm54.843.2025.3513.6553.1158.323.9834.3742~410.8463.2014.0017.53947.1353.2523.5353.994110.8463.2014.0017.53947.1353.2523.5353.994活载计算各层梁上作用的活载如下图7-3所示。活荷载计算见表7-2。图7-3各层梁上作用的活载表7-2横向框架活荷载汇总表层次kN/mkN/mkNkNkNmkNm51.7550.9453.426.880.2570.5162~47.85.257.60517.220.571.29217.85.257.60517.220.571.292弯矩计算恒载作用下弯矩计算5层：2~4层：1层：活载作用下弯矩计算5层：2~4层：1层：力矩分配采用三次力矩分配法进行弯矩计算,计算过程如下图7-4、7-5所示,弯矩图如下图7-6、7-7所示。图7-4恒载作用下纵向框架弯矩的三次分配法图7-5活荷作用下框架弯矩三次分配法图7-6恒载作用下框架弯矩图图7-7活载作用下框架弯矩图内力组合框架梁内力组合框架梁端弯矩调幅根据框架结构的合理破坏形式,减少支座及节点处的负筋数量,方便浇筑混凝土和钢筋绑扎,所以在进行框架结构设计时,需要对梁端的负弯矩进行调幅。弯矩调幅系数。以一层边跨梁在恒载作用下梁端弯矩调幅为例：梁端负弯矩：,跨中正弯矩：调幅：简支梁计算跨中弯矩：比较取较大值,则跨中弯矩调幅为。表8-1恒载作用下梁端弯矩调幅恒载作用下梁端弯矩调幅楼层轴线处梁端弯矩跨中弯矩调幅后梁端弯矩荷载调幅后跨中弯矩左右左右5边跨43.8780.4877.5137.2968.4186.8427.2386.84中跨47.2647.2641.2640.1740.1733.7011.7333.70边跨80.4843.8777.5168.4137.2986.8427.2386.844边跨52.6972.4959.0344.7961.6268.4224.1568.42中跨31.7831.7827.4227.0127.0122.667.9022.66边跨72.4952.6959.0361.6244.7968.4224.1568.423边跨52.6972.4959.0344.7961.6268.4224.1559.03中跨31.7831.7827.4227.0127.0122.667.9022.66边跨72.4952.6959.0361.6244.7968.4224.1568.422边跨52.6972.4959.0344.7961.6268.4224.1568.42中跨31.7831.7827.4227.0127.0122.667.9022.66边跨72.4952.6959.0361.6244.7968.4224.1568.421边跨51.1272.2059.8543.4561.3769.1024.1569.10中跨33.1433.1428.7828.1728.1723.817.9023.81边跨72.2051.1259.8561.3743.4569.1024.1569.10表8-2活载作用下梁端弯矩调幅活载作用下梁端弯矩调幅楼层轴线处梁端弯矩跨中弯矩调幅后梁端弯矩荷载调幅后跨中弯矩左右左右5边跨2.574.844.142.184.114.701.554.70中跨2.652.652.322.252.251.930.591.93边跨4.842.574.144.112.184.701.554.704边跨16.8722.4215.2314.3419.0518.187.4118.18中跨8.308.306.487.057.055.253.285.25边跨22.4216.8715.2319.0514.3418.187.4118.183边跨16.8722.4215.2314.3419.0518.187.4115.23中跨8.308.306.487.057.055.253.285.25边跨22.4216.8715.2319.0514.3418.187.4118.182边跨16.8722.4215.2314.3419.0518.187.4118.18中跨8.308.306.487.057.055.253.285.25边跨22.4216.8715.2319.0514.3418.187.4118.181边跨16.4722.3314.9714.0018.9817.887.4117.88中跨8.648.646.827.347.345.533.285.53边跨22.3316.4714.9718.9814.0017.887.4117.88框架梁端内力调整梁端的最危险截面在梁端柱边,所以要将梁端轴线处的弯矩调整为梁端柱边弯矩。可根据下式公式进行调整：以一层边跨梁为例计算恒载作用下梁端柱边弯矩：轴线处梁端弯矩：,轴线处梁端剪力：,恒荷载：梁端柱边剪力和剪力计算：表8-3恒载作用下梁端弯矩与剪力恒载作用下梁端弯矩与剪力层号梁类型荷载轴线处梁端弯矩轴线处梁端剪力梁端弯矩梁端剪力跨中剪力1边跨24.1543.4561.3773.3779.7528.1644.6567.9474.323.19中跨7.9028.1728.1716.3416.3424.8924.8914.5614.560.00边跨24.1561.3743.4579.7573.3744.6528.1674.3267.94-3.192~4边跨24.1544.7961.6273.5679.5629.4644.9468.1374.133.00中跨7.9027.0127.0116.3416.3423.7323.7314.5614.560.00边跨24.1561.6244.7979.5673.5644.9429.4674.1368.13-3.005边跨27.2337.2968.4187.2298.3119.0447.6781.0992.185.55中跨11.7340.1740.1712.3212.3237.9937.999.689.680.00边跨27.2368.4137.2998.3187.2247.6719.0492.1881.09-5.55表8-4活载作用下梁端弯矩与剪力活载作用下梁端弯矩与剪力层号梁类型荷载轴线处梁端弯矩轴线处梁端剪力梁端弯矩梁端剪力跨中剪力1边跨6.891418.9821.8523.629.4314.0120.3022.070.89中跨3.287.347.343.453.456.736.732.712.710.00边跨6.8918.981423.6221.8514.019.4322.0720.30-0.882~4边跨6.8914.3419.0521.8523.629.7714.0820.3022.070.89中跨3.287.057.053.453.456.446.442.712.710.00边跨6.8919.0514.3423.6221.8514.089.7722.0720.30-0.885边跨1.552.184.114.775.461.192.964.425.110.35中跨2.142.252.253.453.451.581.582.972.970.00边跨1.554.112.185.464.772.961.195.114.42-0.35表8-5左风作用下梁端弯矩与剪力左风作用下梁端弯矩与剪力层号梁类型梁端弯矩梁端剪力跨中弯矩跨中剪力5边跨3.271.700.830.830.790.83中跨2.532.533.943.940.003.94边跨1.703.270.830.83-0.790.834边跨8.824.881.881.881.971.88中跨6.796.798.648.640.008.64边跨4.888.821.881.88-1.971.883边跨14.748.542.882.883.102.88中跨12.5412.5413.2613.260.0013.26边跨8.5414.742.882.88-3.102.882边跨20.5312.153.893.894.193.89中跨17.8317.8317.8917.890.0017.89边跨12.1520.533.893.89-4.193.891边跨39.4014.759.239.2312.339.23中跨27.3727.3737.9637.960.0037.96边跨14.7539.409.239.23-12.339.23表8-6左震作用下梁端弯矩与剪力左震作用下梁端弯矩与剪力层号梁类型梁端弯矩梁端剪力跨中弯矩跨中剪力5边跨16.808.653.993.994.083.99中跨10.7510.7511.4711.470.0011.47边跨8.6516.803.993.99-4.083.994边跨41.0622.489.979.979.299.97中跨27.9427.9429.829.80.0029.80边跨22.4841.069.979.97-9.299.973边跨74.6436.4317.4217.4219.1117.42中跨45.4545.4548.4848.480.0048.48边跨36.4374.6417.4217.42-19.1117.422边跨81.1946.4520.0220.0217.3720.02中跨57.6357.6361.4861.480.0061.48边跨46.4581.1920.0220.02-17.3720.021边跨123.5456.6228.2628.2633.4628.26中跨57.6357.6375.575.50.0075.50边跨56.62123.5428.2628.26-33.4628.26梁的荷载组合梁的组合形式：①无地震作用时的组合：②有地震作用时的组合：具体有以下几种组合形式：①②③④⑤⑥⑦内力组合中,没有考虑活荷载的最不利位置,而把活荷载同时作用在所有框架上乘以1.1的系数予以增大再直接进行内力组合抗震调整：抗震设计时按照：强柱弱梁,强剪弱弯的原则将梁端剪力,柱端弯矩,柱端剪力进行抗震调整。框架梁端部截面组合的剪力设计值公式：其中：三级抗震时梁剪力增大系数。..一层梁的内力组合荷载类型恒载活载左风右风左震右震荷载编号①②③④⑤⑥截面内力值MVMVMVMVMVMVⅠ-28.1667.94-9.4320.3039.40-9.23-39.409.23123.54-28.26-123.5428.26Ⅱ69.10-3.1917.88-0.8912.33-9.23-12.339.2333.46-28.26-33.4628.26Ⅲ-44.65-74.32-14.01-22.07-14.75-9.2314.759.23-56.62-28.2656.6228.26Ⅳ24.8914.56-6.732.7127.37-37.96-27.3737.9657.63-75.50-57.6375.50Ⅴ-23.810.00-5.530.000.00-37.960.0037.960.00-75.500.0075.50Ⅵ24.89-14.56-6.732.71-27.37-37.9627.3737.96-57.63-75.5057.6375.50Ⅶ-44.6574.32-14.0122.0714.75-9.23-14.759.2356.62-28.26-56.6228.26Ⅷ69.103.1917.880.89-12.33-9.2312.339.23-33.46-28.2633.4628.26Ⅸ-28.16-67.94-9.43-20.30-39.40-9.2339.409.23-123.54-28.26123.5428.26A:1.35<1.0>×永久荷载+1.4×0.7×活载,B:1.2〔1.0×永久荷载+1.4×活载+1.4×0.6×风载C:1.2〔1.0×永久荷载+1.4×0.7×活载+1.4×风载,D:1.2×重力荷载+1.3×地震作用,E：地震作用下剪力调整A1：1.0×①A2：1.35×①+1.4×0.4×②B1：1.0×①+1.4×0.6×③B2：1.2×①+1.4×②+1.4×0.6×④B3：1.0×①+1.4×0.6×④B4：1.2×①+1.4×②+1.4×0.6×③C1：1.0×①+1.4×③C2：1.2×①+1.4×0.7×②+1.4×④C3：1.0×①+1.4×④C4：1.2×①+1.4×0.7×②+1.4×③D1：1.2×<①+0.5×②>+1.3×⑤D2：1.2×<①+0.5×②>+1.3×⑥控制截面组合项目MV组合项目MV组合项目MV组合项目MVVⅠA1-28.1667.94B14.9460.19C127.0055.02D1121.1556.9735.80A2-47.26111.61B2-80.09117.70C2-98.19114.34D2-200.05130.45119.58A2-47.26111.61B2-80.09117.70C2-98.19114.34D2-200.05130.45119.58ⅡA2110.81-5.18B4118.31-12.83C4117.70-17.62D1137.15-41.10ⅢA1-44.65-74.32B3-32.26-66.57C3-24.00-61.40D211.62-65.69-22.68A2-74.01-121.96B4-85.58-127.84C4-87.96-123.73D1-135.59-139.16-106.46A2-74.01-121.96B4-85.58-127.84C4-87.96-123.73D1-135.59-139.16-106.46ⅣA124.8914.56B147.88-17.33C163.21-38.58D1100.75-79.05-83.98A227.0122.31B2-2.5453.15C2-15.0573.27D2-49.09117.25115.81A227.0122.31B2-2.5453.15C2-15.0573.27D2-49.09117.25115.81ⅤA1-23.810.00A1-23.810.00A1-23.810.00D2-31.8998.15ⅥA124.89-14.56B347.8817.33C363.2138.58D2100.7582.3086.69A227.01-17.00B4-2.54-45.56C4-15.05-67.96D1-49.09-114.00-113.10A227.01-17.00B4-2.54-45.56C4-15.05-67.96D1-49.09-114.00-113.10ⅦA1-44.6574.32B1-32.2666.57C1-24.0061.40D111.6265.6943.86A2-74.01121.96B2-85.58127.84C2-87.96123.73D2-135.59139.16127.64A2-74.01121.96B2-85.58127.84C2-87.96123.73D2-135.59139.16127.64ⅧA2110.815.18B2118.3112.83C2117.7017.62D2137.1541.10ⅨA1-28.16-67.94B34.94-60.19C327.00-96.36D2121.15-56.97-14.62A2-47.26-111.61B4-80.09-117.70C4-98.19-114.34D1-200.05-130.45-98.40A2-47.26-111.61B4-80.09-117.70C4-98.19-114.34D1-200.05-130.45-98.40二层梁的内力组合荷载类型恒载活载左风右风左震右震荷载编号①②③④⑤⑥截面内力值MVMVMVMVMVMVⅠ-29.4668.13-9.7720.3020.53-3.89-20.533.8981.19-20.02-81.1920.02Ⅱ68.42-3.0018.18-0.894.19-3.89-4.193.8917.37-20.02-17.3720.02Ⅲ-44.94-74.13-14.08-22.07-12.15-3.8912.153.89-46.45-20.0246.4520.02Ⅳ23.7314.56-6.442.7117.83-17.89-17.8317.8957.43-64.48-57.4364.48Ⅴ-22.660.00-5.250.000.00-17.890.0017.890.00-61.480.0061.48Ⅵ23.73-14.56-6.442.71-17.83-17.8917.8317.89-57.43-64.4857.4364.48Ⅶ-44.9474.13-14.0822.0712.15-3.89-12.153.8946.45-20.02-46.4520.02Ⅷ68.423.0018.180.89-4.19-3.894.193.89-17.37-20.0217.3720.02Ⅸ-29.46-68.13-9.77-20.30-20.53-3.8920.533.89-81.19-20.0281.1920.02A:1.35<1.0>×永久荷载+1.4×0.7×活载,B:1.2〔1.0×永久荷载+1.4×活载+1.4×0.6×风载C:1.2〔1.0×永久荷载+1.4×0.7×活载+1.4×风载,D:1.2×重力荷载+1.3×地震作用,E：地震作用下剪力调整A1：1.0×①A2：1.35×①+1.4×0.4×②B1：1.0×①+1.4×0.6×③B2：1.2×①+1.4×②+1.4×0.6×④B3：1.0×①+1.4×0.6×④B4：1.2×①+1.4×②+1.4×0.6×③C1：1.0×①+1.4×③C2：1.2×①+1.4×0.7×②+1.4×④C3：1.0×①+1.4×④C4：1.2×①+1.4×0.7×②+1.4×③D1：1.2×<①+0.5×②>+1.3×⑤D2：1.2×<①+0.5×②>+1.3×⑥控制截面组合项目MV组合项目MV组合项目MV组合项目MVVⅠA1-29.4668.13B1-12.2164.86C1-0.7262.68D164.3367.9148.26A2-49.35111.87B2-66.28113.44C2-73.67107.10D2-146.76119.96107.62A2-49.35111.87B2-66.28113.44C2-73.67107.10D2-146.76119.96107.62ⅡA2110.18-4.92B4111.08-8.11C4105.79-9.92D1115.59-30.16ⅢA1-44.94-74.13B3-34.73-70.86C3-27.93-68.68D2-1.99-76.17A2-74.47-121.70B4-83.85-123.12C4-84.74-116.03D1-122.76-128.22A2-74.47-121.70B4-83.85-123.12C4-84.74-116.03D1-122.76-128.22ⅣA123.7314.56B138.71-0.47C148.69-10.49D199.27-64.73A225.7222.31B24.4836.29C2-2.8045.17D2-50.05102.92A225.7222.31B24.4836.29C2-2.8045.17D2-50.05102.92ⅤA1-22.660.00A1-22.660.00A1-22.660.00D2-30.3479.92ⅥA123.73-14.56B338.710.47C348.6910.49D299.2767.98A225.72-17.00B44.48-28.71C4-2.80-39.86D1-50.05-99.67A225.72-17.00B44.48-28.71C4-2.80-39.86D1-50.05-99.67ⅦA1-44.9474.13B1-34.7370.86C1-27.9368.68D1-1.9976.17A2-74.47121.70B2-83.85123.12C2-84.74116.03D2-122.76128.22A2-74.47121.70B2-83.85123.12C2-84.74116.03D2-122.76128.22ⅧA2110.184.92B2111.088.11C2105.799.92D2115.5930.16ⅨA1-29.46-68.13B3-12.21-64.86C3-0.72-96.55D264.33-67.91A2-49.35-111.87B4-66.28-113.44C4-73.67-107.10D1-146.76-119.96A2-49.35-111.87B4-66.28-113.44C4-73.67-107.10D1-146.76-119.96五层梁的内力组合荷载类型恒载活载左风右风左震右震荷载编号①②③④⑤⑥截面内力值MVMVMVMVMVMVⅠ-14.0981.09-1.194.423.27-0.83-3.270.8316.80-3.99-16.803.99Ⅱ86.84-5.554.70-0.350.79-0.83-0.790.834.08-3.99-4.083.99Ⅲ-47.67-92.18-2.96-5.11-1.70-0.831.700.83-8.65-3.998.653.99Ⅳ37.999.68-1.582.972.53-3.94-2.533.9410.75-11.47-10.7511.47Ⅴ-33.700.00-1.930.000.00-3.940.003.940.00-11.470.0011.47Ⅵ37.99-9.68-1.582.97-2.53-3.942.533.94-10.75-11.4710.7511.47Ⅶ-47.6792.18-2.965.111.70-0.83-1.700.838.65-3.99-8.653.99Ⅷ86.845.554.700.35-0.79-0.830.790.83-4.08-3.994.083.99Ⅸ-14.09-81.09-1.19-4.42-3.27-0.833.270.83-16.80-3.9916.803.99A:1.35<1.0>×永久荷载+1.4×0.7×活载,B:1.2〔1.0×永久荷载+1.4×活载+1.4×0.6×风载C:1.2〔1.0×永久荷载+1.4×0.7×活载+1.4×风载,D:1.2×重力荷载+1.3×地震作用,E：地震作用下剪力调整A1：1.0×①A2：1.35×①+1.4×0.4×②B1：1.0×①+1.4×0.6×③B2：1.2×①+1.4×②+1.4×0.6×④B3：1.0×①+1.4×0.6×④B4：1.2×①+1.4×②+1.4×0.6×③C1：1.0×①+1.4×③C2：1.2×①+1.4×0.7×②+1.4×④C3：1.0×①+1.4×④C4：1.2×①+1.4×0.7×②+1.4×③D1：1.2×<①+0.5×②>+1.3×⑤D2：1.2×<①+0.5×②>+1.3×⑥控制截面组合项目MV组合项目MV组合项目MV组合项目MVVⅠA1-14.0981.09B1-11.3480.39C1-9.5179.93D14.2294.7775.70A2-20.19113.80B2-21.32104.19C2-22.65102.80D2-39.46105.1587.54A2-20.19113.80B2-21.32104.19C2-22.65102.80D2-39.46105.1587.54ⅡA2121.84-7.84B4111.45-7.85C4109.92-8.17D1112.33-12.06ⅢA1-47.67-92.18B3-46.24-91.48C3-45.29-91.02D2-47.74-108.50-85.73A2-67.26-129.45B4-62.78-118.47C4-62.48-116.79D1-70.23-118.87-97.57A2-67.26-129.45B4-62.78-118.47C4-62.48-116.79D1-70.23-118.87-97.57ⅣA137.999.68B140.126.37C141.534.16D158.62-1.51-7.47A249.7415.98B241.2519.08C240.5020.04D230.6728.3129.80A249.7415.98B241.2519.08C240.5020.04D230.6728.3129.80ⅤA1-33.700.00A1-33.700.00A1-33.700.00D2-41.6014.91ⅥA137.99-9.68B340.12-6.37C341.53-4.16D258.625.0810.44A249.74-10.16B441.25-10.77C440.50-14.22D130.67-24.75-26.83A249.74-10.16B441.25-10.77C440.50-14.22D130.67-24.75-26.83ⅦA1-47.6792.18B1-46.2491.48C1-45.2991.02D1-47.74108.5090.50A2-67.26129.45B2-62.78118.47C2-62.48116.79D2-70.23118.87102.33A2-67.26129.45B2-62.78118.47C2-62.48116.79D2-70.23118.87102.33ⅧA2121.847.84B2111.457.85C2109.928.17D2112.3312.06ⅨA1-14.09-81.09B3-11.34-80.39C3-9.51-87.28D24.22-94.77-70.94A2-20.19-113.80B4-21.32-104.19C4-22.65-102.80D1-39.46-105.15-82.77A2-20.19-113.80B4-21.32-104.19C4-22.65-102.80D1-39.46-105.15-82.77..框架柱的内力组合框架柱端内力调整表8-7恒载作用下柱端弯矩与剪力柱类型层号柱端梁高轴线处柱端弯矩轴线处柱端剪力柱端弯矩柱端剪力上下边柱10.6020.746.915.125.1217.666.915.125.1220.6032.5533.6716.9816.9822.3633.6716.9816.9830.6031.9931.8916.3816.3822.1631.8916.3816.3840.6031.9931.8916.3816.3822.1631.8916.3816.3850.6046.5236.8421.3721.3733.6936.8421.3721.37中柱10.4014.914.973.683.6812.704.973.683.6820.4023.8624.4712.3912.3916.4224.4712.3912.3930.4023.5423.5413.0813.0816.3023.5413.0813.0840.4023.5423.5412.0712.0716.3023.5412.0712.0750.4032.6126.5715.1715.1723.5126.5715.1715.17表8-8活载作用下柱端弯矩与剪力柱类型层号柱端梁高轴线处柱端弯矩轴线处柱端剪力柱端弯矩柱端剪力上下边柱10.605.251.751.301.304.471.751.301.3020.608.258.534.304.305.678.534.304.3030.608.118.114.164.165.618.114.164.1640.608.118.114.164.165.618.114.164.1650.604.266.822.842.842.556.822.842.84中柱10.403.661.220.900.903.121.220.900.9020.405.866.013.043.044.036.013.043.0430.405.785.783.213.214.005.783.213.2140.405.785.782.972.974.005.782.972.9750.402.944.841.991.991.744.841.991.99表8-9左风作用下柱端弯矩与剪力柱类型层号柱端梁高轴线处柱端弯矩轴线处柱端剪力柱端弯矩柱端剪力上下边柱10.6026.4934.4911.2911.2919.7134.4911.2911.2920.6011.7313.946.586.587.7813.946.586.5830.609.659.384.884.886.729.384.884.8840.606.919.064.094.094.459.064.094.0950.603.362.151.411.412.512.151.411.41中柱10.4035.8143.8414.7514.7526.9643.8414.7514.7520.4018.7818.789.639.6313.0018.789.639.6330.4013.9213.927.737.739.6413.927.737.7340.409.079.074.654.656.289.074.654.6550.404.623.652.122.123.353.652.122.12表8-10左震作用下柱端弯矩与剪力柱类型层号柱端梁高轴线处柱端弯矩轴线处柱端剪力柱端弯矩柱端剪力上下边柱10.6065.1779.5826.8126.8149.0979.5826.8126.8120.6045.5961.5527.4727.4729.1161.5527.4727.4730.6038.7537.8519.6419.6426.9737.8519.6419.6440.6030.9624.7314.2814.2822.3924.7314.2814.2850.6017.2511.227.307.3012.8711.227.307.30中柱10.4077.5294.7431.9031.9058.3894.7431.9031.9020.4061.5561.5531.5631.5642.6161.5531.5631.5630.4051.5751.5728.6528.6535.7051.5728.6528.6540.4037.5937.5919.2819.2826.0237.5919.2819.2850.4021.1417.309.869.8615.2317.309.869.86框架柱的荷载组合①无地震作用时的组合：②有地震作用时的组合：具体有以下几种组合形式：①②③④⑤⑥⑦内力组合中,没有考虑活荷载的最不利位置,而把活荷载同时作用在所有框架上乘以1.1的系数予以增大再直接进行内力组合抗震调整：柱端组合的弯矩设计值：框架柱端部截面剪力设计值：框架柱的内力组合结果如表中所示..一层边柱内力组合荷载类型恒载活载左风右风左震右震荷载编号①②③④⑤⑥控制截面MVNMVNMVNMVNMVNMVNⅠ内力值17.7-5.1622.94.5-1.3126.2-19.711.3-18.719.7-11.318.7-49.126.8-79.749.1-26.879.7Ⅱ6.9-5.1622.91.8-1.3126.2-34.511.3-18.734.5-11.318.7-79.626.8-79.779.6-26.879.7控制截面1.35〔1.0*永久荷载+1.4*0.7*活载1.2〔1.0*永久荷载+1.4*活载+1.4*0.6*风载1.2〔1.0*永久荷载+1.4*0.7*活载+1.4*风载1.2*重力荷载+1.3*地震作用+0.5*竖向地震作用地震作用组合内力调整组合项目MVN组合项目MVN组合项目MVN组合项目MVNMVNⅠA128.2-8.2964.6B144.0-17.4939.8C153.2-23.2897.3D187.7-41.8926.7130.020.9926.7A128.2-8.2964.6B144.0-17.4939.8C153.2-23.2897.3D187.7-41.8926.7130.020.9926.7A217.7-5.1622.9B21.14.4607.2C2-9.910.7596.7D2-39.927.9719.678.7-14.0719.6ⅡA111.0-8.2964.6B139.7-17.4939.8C158.3-23.2897.3D1112.8-41.8926.7146.620.9926.7A111.0-8.2964.6B139.7-17.4939.8C158.3-23.2897.3D1112.8-41.8926.7146.620.9926.7A26.9-5.1622.9B2-22.14.4607.2C2-41.410.7596.7D2-94.127.9719.6-122.3-14.0719.6A1：1.35×①+1.4×0.7×②A2：1.0×①B1：1.2×①+1.4×②+1.4×0.6×④B2：1.0×①+1.4×0.6×③C1：1.2×①+1.4×0.7②+1.4×④C2：1.0×①+1.4×③D1：1.2×<①+0.5×②>+1.3×⑥D2：1.2×<①+0.5×②>+1.3×⑤一层中柱内力组合荷载类型恒载活载左风右风左震右震荷载编号①②③④⑤⑥控制截面MVNMVNMVNMVNMVNMVNⅠ内力值12.7-3.7687.93.1-0.992.2-27.014.8-47.527.0-14.847.5-58.431.9-147.158.4-31.9147.1Ⅱ5.0-3.7687.91.2-0.992.2-43.814.8-47.543.8-14.847.5-94.731.9-147.194.7-31.9147.1控制截面1.35〔1.0*永久荷载+1.4*0.7*活载1.2〔1.0*永久荷载+1.4*活载+1.4*0.6*风载1.2〔1.0*永久荷载+1.4*0.7*活载+1.4*风载1.2*重力荷载+1.3*地震作用+0.5*竖向地震作用地震作用组