某中学四层教学楼毕业设计

重庆大学网络教育学院毕业设计〔论文〕题目某中学教学楼设计学生所在校外学习中心xxxxxxxx批次层次专业112专科起点本科土木工程〔工业与民用建筑方向〕学号xxxxxxxxxxx学生xxx指导教师xxx起止日期xxxx-x-x至xxxx-x-x摘要本工程为某中学教学楼，建筑高度为15.750米，共四层，总建筑面2726.44㎡，设计年限为50年，抗震设防烈度为6度，结构类型为多层钢筋混凝土框架结构，楼板为双向板，楼梯采用板式楼梯，根底采用柱下独立根底。框架结构内力计算时，在竖向荷载作用下框架内力近似计算时采用分层法，在水平荷载作用下框架内力近似计算时采用改良反弯点法〔D值法〕。在计算过程中对梁的弯矩进行了调幅，板内力计算采用弹性理论计算方法。对建筑中出现的墙体均直接放在梁上，墙、板的重量传给梁，梁再传给柱，传力路线明确。手工计算完毕后，用结构分析软件PKPM进行了整体框架计算。设计成果包括计算书和施工图纸两局部。关键词：框架结构独立根底板式楼梯D值法AbstractTheprojectforthedepartmentofamiddleschoolteachingbuilding,buildingheightof15.750meters,atotaloffive-story,2726.44squaremeterstotalfloorsurface,thedesignlifespanof50years,seismicintensityof6degrees,thestructureofthetypeofmulti-storeyreinforcedconcreteframestructure,thefloorfortwo-waypanels,theuseofplatestaircasestairs,basedonanindependentbasisundertheuseofcolumn.Theframeworkofthestructureofthecalculationofinternalforcesintheverticalloadapproximatecalculationofinternalforcesundertheframeworkofhierarchicalmethodused,thelevelofloadintheframeworkofapproximatecalculationofinternalforcestoimprovetheuseofanti-bend-pointmethod(Dmethod).ProcessinthecalculationofbendingmomentonthebeamtotheAM,plateinternalforcecalculationmethodofcalculatingtheuseofelasticitytheory.Appearintheconstructionofthewalldirectlyonthebeam,wall,theweightplatetothebeam,columnbeam,thenpasson,aclearlineoftransmission.Afterthecompletionofthemanualcalculation,withthestructureanalysissoftwarePKPMtheoverallframeworkcalculation.Keywords:FramestructureindependentfoundationplatestairstheDvaluemethod目录TOC\o"1-3"\h\u27851摘要 I6569Abstract II275861设计资料 1118511.1工程概况 1131571.2建筑设计说明书 162501.3结构说明书 5156291.3.1设计楼面活荷载55091.3.2楼板5206921.3.3梁、柱6104391.3.4墙体6151641.3.5构造柱6158451.3.6其他6115232结构的选型和布置 7191472.1结构选型 7324402.2结构布置 738602.3初估梁柱截面尺寸 876232.3.1按大跨度进行计算896752.3.2柱的截面尺寸9222943框架计算简图及梁柱线刚度 10302413.1确定框架计算简图 1049753.2框架梁柱的线刚度计算 10211593.3框架柱抗侧移刚度计算 11318154荷载计算 129014.1恒载标准值的计算 12295974.1.1屋面1269884.1.2各层楼面13245904.1.3梁自重13131264.1.4柱自重1457164.1.5外纵墙自重14213734.1.6内纵墙自重14132394.1.7内隔墙自重15112194.1.8女儿墙自重1564814.2活荷载标准值计算 15119884.2.1屋面和楼面荷载标准值15256474.2.2雪荷载16321594.3竖向荷载下框架受荷总图 16143394.3.1在A-B及C-D轴内1675354.3.2在A-B轴间框架梁16300344.3.3在B-C轴间框架梁18172544.3.4C-D轴间框架梁同A-B轴间框架梁18198084.3.5A轴柱纵向集中荷载的计算18129324.3.6B轴柱纵向集中荷载的计算1968614.4恒活荷载作用下的弯矩计算 20307244.5风荷载计算 2199005内力计算 24272305.1恒〔活〕载作用下框架的内力 24102115.2恒〔活〕载作用下框架的弯矩计算 24278085.3恒活荷载作用下的梁柱端剪力计算 28310966内力组合 3315226.1框架结构柱的内力组合 33276987构件配筋计算 44267187.1框架梁截面设计 44126127.2框架柱截面设计 51327087.3板的截面设计 69134037.4楼梯设计 7290267.5根底设计 7610680结论 8528998参考文献 8619577致谢 871设计资料1.1工程概况建设地点：某市郊区工程名称：某中学教学楼工程工程概况：四层混凝土框架填充墙结构，建筑面积2726.44m2，楼板及屋盖均采用现浇钢筋混凝土结构，楼板厚度取150mm，填充墙采用加气混凝土砌块。建筑总高为15.750m，共四层，每层层高3.60m，室内外高差0.45m。气候条件：夏季主导风向为南风，冬季主导风向为北风。根本风压，根本雪压。地质条件：第一层为杂填土夹有碎砖、有机物，厚为0.5m；第二层为亚粘土，可塑状态fk=180kN/㎡，灰黄色，厚度为4.2m～5.5m；第三层为轻亚粘土，软塑状态fk=160kN/㎡，灰褐色，厚度为4.0m～4.5m；第四层为粉沙，灰黄色fk=180kN/㎡，厚度较大，未钻透。地下水位在地表下1.8m处，对混凝土无侵蚀。不考虑冻土深度。场地情况：场地平坦，无障碍物，地下无古代建筑，用地四周无住宅区。抗震设防烈度为6度，建筑耐火等级二级，建筑设计基准期为50年。1.2建筑设计说明书本说明是对建筑方案的必要说明。根据防火疏散要求确定楼梯位置，走廊与梯段净宽，以及房间布置，墙体防水等构造做法。此外根据标准给出了建筑的等级要求。该工程位于浙江省某市，交通方便，各种材料供给及时。1.2.1设计依据建设行政主管局部对本工程的批复文件。与甲方签订的设计合同及经甲方同意的建筑方案。现行国家有关建筑工程设计标准、标准：《教学楼建筑设计标准》(JGJ36-2005)《建筑抗震设计标准》(GB50011-2010)《建筑设计防火标准》(GB50016-2006)《混凝土结构设计标准》(GB50010-2002)《建筑结构荷载标准》(GB50009-2001)1.2.2方案说明(1)该工程为某中学教学楼工程，建筑结构形式为钢筋混凝土框架结构，建筑主体高度为15.750m，根底形式为独立根底。(2)本设计中柱距为3.90m，进深为7.50m。(3)按二级防火要求，楼梯设在了建筑的两端，且在建筑的两端均有平安出口，满足防火要求。(4)本设计中建筑长38.400m，在建筑每层都设有厕所，厕所地面低于同层寝室的室内地面30mm。(5)为了防潮和预防洪水季节雨水进入室内，设室内外高差，高差为450mm。(6)为了采光通风满足要求，窗地比均大于1/7，窗台高900mm。(7)屋面防水采用二级防水，不上人屋面。1.2.3等级说明(1)根据建筑抗震设计标准，本工程为丙类建筑。(2)本工程平安等级为二级，设计使用年限为50年。(3)本工程抗震设防烈度为6度，所以不进行抗震验算。(4)建筑物抗震等级：框架为四级。(5)本工程地基根底设计等级为丙级。(6)本建筑物防火等级为二级。1.2.4建筑设计说明及构造做法(1)长度单位毫米为mm，标高单位米为m。(2)本工程共四层，室内外高差为450mm，首层室内地坪标高±0.000m，建筑总标高15.750m。(3)建筑材料：现浇的框架柱、梁、板、楼梯间混凝土均为C30，梁柱受力筋HRB335，箍筋HPB300，所有的板钢筋HPB300，内、外墙加气混凝土砌块240mm宽。(4)卫生间：地面低于同层楼地面30mm，向地漏找坡1%。地面采用防滑地砖，墙面采用防水砂浆墙面，一般做法：防水做法：(卫生间、厨房等处适用)1、5厚防滑地砖300×3002、20厚1:3水泥砂浆3、聚氨酯防水涂膜1.2厚4、1:3水泥砂浆找平兼找1%坡，最薄处不小于20厚5、混凝土底板或素土夯实。(5)屋面做法：1、40厚C30细石混凝土(双向Φ6@150)2、40厚挤塑板3、1.2厚三元乙丙橡胶卷材4、20厚1：2.5水泥砂浆找平层(刷基层处理剂一遍)5、钢筋混凝土屋面(2‰坡度)。(6)楼地面作法：水磨石地面10mm面层水磨石地面20mm水泥砂浆打底水磨石地面素水泥浆结合层一道混凝土底板或素土夯实。(7)顶棚作法：1：1：6水泥石灰砂浆打底15厚面刮腻子5厚喷涂内墙乳胶漆涂料。(8)外墙面作法：外墙为乳胶漆聚合物水泥基防水涂膜1.0厚1：2.5水泥砂浆打底15厚(掺防水剂)。(9)内墙面作法：1：1：6水泥石灰砂浆打底15厚面刮腻子5厚喷涂内墙乳胶漆涂料；防水做法：(卫生间、厨房等处适用)1：2.5水泥砂浆打底15厚(掺5%防水剂)纯水泥膏贴200×300瓷砖满贴至天花底。(10)墙体作法：本工程框架填充墙为MU5加气混凝土砌块，M5混合砂浆，外墙厚度为240mm，卫生间隔墙厚度为120mm。(11)门窗：标准塑钢门窗，5厚玻璃。(12)落水管直径为100mm。1.3结构说明书1.3.1设计楼面活荷载(1)不上人屋面：0.5kN/m²(2)教室：2.0kN/m²(3)走廊、楼梯：2.5kN/m²1.3.2楼板(1)板的混凝土保护层厚度均为20mm。(2)HPB300钢筋所注长度不包括弯钩长度锚固长度为24d，板中受力筋的短向钢筋放在长向钢筋之上。1.3.3梁、柱(1)混凝土保护层厚度均为35mm。(2)混凝土柱锚入根底梁的钢筋应在根底施工时预埋，预埋钢筋的直径数量同上部柱。1.3.4墙体(1)填充墙的长度>5m时，每隔3-4m在墙中设200×墙厚混凝土构造柱，柱主筋上下分别锚入梁内，锚入长度500mm，箍筋为Φ8@200。(2)女儿墙在每一相交轴线上均设250×250混凝土构造柱。1.3.5构造柱(1)构造柱纵筋锚于根底内直段长度>la，并弯直钩>250mm直钩.纵筋层间搭接长度>la，箍筋为@100，且加密高度不能小于500。(2)穿楼面的构造柱，纵筋在穿楼面处应上下贯穿，在楼面以上才能搭接。(3)墙与柱连接处沿柱高每500mm设2Φ8拉结筋，拉结筋伸入墙体内长度不小于1000mm，遇门窗洞按实际长度截取，钢筋伸入柱内不少于210mm。1.3.6其他卫生间及管井周边均做混凝土反边，宽度同墙。所有设备根底均以厂家订货为准，且待设备到货核实前方可施工。未经技术鉴定或设计许可，不得改变结构的用途和使用环境。2结构的选型和布置2.1结构选型本建筑只有4层，且功能较少，为方便布置房间和便于管理采用大柱网框架结构。为使结构有较大的刚度本设计中楼面、屋面、楼梯等均采用现浇结构；根底为独立根底。2.2结构布置本设计中柱距为3.9m。根据结构布置，本建筑平面均为双向板。本建筑由于楼面活荷载较大，楼面板和屋面板厚度取150mm。材料选用：墙体：内外墙均采用MU5加气混凝土砌块，M5混合砂浆，重度=6.5kN/m3。窗：钢塑门窗，=0.35kN/m2。门：木门。具体情况见结构布置图2-1。图2-1结构平面布置图2.3初估梁柱截面尺寸2.3.1按大跨度进行计算纵向框架梁：h=(1/8~1/12)L=(1/8~1/12)×3900=325~487.5L—纵向柱距，取h=400mm。，考虑抗震取b=250mm横向边跨梁：h=(1/8~1/12)L=(1/8~1/12)×7500=625~937.5L—纵向柱距，取h=750mm。，取b=250mm横向中跨梁：取h=400mm，b=250mm边跨次梁：取h=400mm，b=200mm2.3.2柱的截面尺寸式中：—根据抗震设防烈度为6度时取0.9。β—边柱取1.3，不等跨内柱取1.25。gE—各层的重力荷载代表值取14kN/m2F—柱的负荷面积，如图2-2所示，对于中柱为3.9(7.5/2+2.4/2)=19.305m2，对于边柱为3.97.5/2=14.625m2图2-2柱的负荷面积边柱中柱如取柱截面为正方形，那么边柱和中柱的截面宽度分别为321.6mm、369.4mm。初选柱的截面尺寸为：中柱为b×h=400mm×400mm。其惯性矩3框架计算简图及梁柱线刚度3.1确定框架计算简图框架的计算单元如图2-1所示，取②轴的一榀框架计算。假定框架柱嵌固于根底顶面框架梁与柱刚接，由于各层柱的截面尺寸不变，故梁跨等于轴线之间的距离。底层柱高从根底顶面算至二层楼层，基顶的标高根据地址条件室内外高差定为-1.00m，一层楼面标高为3.60m，故底层的为4.60m，其余各层柱高楼面算至上一层楼面(即层高)故均为3.60米。由此给出框架计算简图如图3-1所示。3.2框架梁柱的线刚度计算混凝土C30，；对于边框架横梁：==1/12×250×7503=0.01318m4中框架横梁：==1/12×250×4003=0.00133m4现浇框架结构梁惯性矩为：中框架梁，边框架梁，线刚度边跨梁=中跨梁=底层柱=其余各层柱=令，那么其余各层杆件的相对线刚度为：i边跨梁=2.97，i底层柱=0.78，i中跨梁=1.88框架梁柱的相对线刚度如图3-1所示。作为计算各节点杆端弯矩分配系数的依据。图3-1结构计算简图3.3框架柱抗侧移刚度计算具体详见下面的各柱D值及剪力分配系数表：表3-1各柱D值及剪力分配系数表层号及层高柱位置2~4层〔3.6m〕边柱2.9660.5979832429600.229中柱4.8410.70811649429600.2711层(4.6m)边柱3.790.7415846245810.238中柱6.1860.8176444245810.2624荷载计算4.1恒载标准值的计算4.1.1屋面防水层：(刚性)40厚C30细石防水混凝土0.04×25=1.0kN/m2防水层：(柔性)1.2厚三元乙丙橡胶卷材找平层：20厚1:2.5水泥砂浆找坡层：40厚水泥焦渣2‰找坡保温层：40厚挤塑聚苯板结构层：150厚现浇钢筋混凝土板0.15×25=3.75kN/m2抹灰层：10厚混合沙浆总计：6.28kN/m24.1.2各层楼面水磨石地面10mm面层水磨石地面20mm水泥砂浆打底水磨石地面素水泥浆结合层一道结构层：150厚现浇钢筋混凝土板0.15×25=3.0kN/m2抹灰层：10厚混合沙浆总计：5.1kN/m24.1.3梁自重边跨横梁b×h=250mm×750mm自重0.75×0.25×25=4.69kN/m抹灰层：10厚混合砂浆0.01×[(0.75-0.15)×2+0.25]×17=0.25kN/m总计：4.94kN/m纵梁b×h=250mm×400mm自重0.4×0.25×25=2.06kN/m抹灰层：10厚混合砂浆0.01×[(0.40-0.15)×2+0.25]×17=0.13kN/m总计：2.29kN/m中跨横梁b×h=250mm×400mm自重0.4×0.25×25=2.06kN/m抹灰层：10厚混合砂浆0.01×[(0.40-0.15)×2+0.25]×17=0.13kN/m总计2.29kN/m次梁b×h=200mm×400mm自重0.4×0.25×25=2.06kN/m抹灰层：10厚混合砂浆0.01×[(0.4-0.12)×2+0.20]×17=0.13kN/m总计2.29kN/m4.1.4柱自重b×h=400mm×400mm柱自重0.4×0.4×25=4.0kN/m抹灰层：10厚混合砂浆0.01×0.4×4×17=0.272kN/m总计4.27kN/m4.1.5外纵墙自重标准层外纵墙自重高弹涂料外墙面水泥粉刷内墙面总计3.13kN/m底层外纵墙自重高弹涂料外墙面水泥粉刷内墙面总计5.31kN/m4.1.6内纵墙自重标准层外纵墙自重水泥粉刷内墙面总计6.53kN/m4.1.7内隔墙自重标准层内隔墙3.0×0.19×7=3.99kN/m混合砂浆内墙面：3.0×0.34×2=2.04kN/m总计6.03kN/m底层内隔墙()×0.19×7=4.72kN/m混合砂浆内墙面()×2×0.34=2.41kN/m总计7.13kN/m4.1.8女儿墙自重女儿墙自重0.7×0.24×18=3.024kN/m压顶自重0.2×0.37×25=1.85kN/m高弹涂料外墙面0.9×0.5×2+0.5×0.25=1.025kN/m合计5.90kN/m4.2活荷载标准值计算4.2.1屋面和楼面荷载标准值根据《建筑结构荷载标准》(GB50009-2001)查得：不上人的屋面：0.5kN/m2楼面：教室2.0kN/m2走廊2.5kN/m24.2.2雪荷载=1.0×0.4=0.4kN/m2屋面或荷载与雪荷载不同时考虑，俩者中取大值4.3竖向荷载下框架受荷总图4.3.1在A-B及C-D轴内按双向板计算在B—C轴内：按双向板计算4.3.2在A-B轴间框架梁板传至梁上的三角形或梯形荷载等效为均布荷载，荷载的传递示意图如图4-1所示。图4-1板传荷载示意图屋面板传递荷载恒载：6.28×1.95×[1-2×(1.95/7.5)2+(1.95/7.5)3)]×2=27.37kN/m活载：0.5×1.95×[1-2×(1.95/7.5)2+(1.95/7.5)3)]×2=2.18kN/m楼面板传递荷载恒载：5.1×1.95×[1-2×(1.95/7.5)2+(1.95/7.5)3)]×2=22.23kN/m活载：2.0×1.95×[1-2×(1.95/7.5)2+(1.95/7.5)3)]×2=8.72kN/m梁自重：4.94kN/m在A-B轴间框架梁均布荷载为：屋面梁：恒载=梁自重+板传荷载=4.94+27.37=32.31kN/m活载=板传荷载=2.18kN/m楼面梁恒载=梁自重+板传荷载=4.94+22.23=27.17kN/m活载=板传荷载=8.72kN/m4.3.3在B-C轴间框架梁屋面板传递荷载恒载：6.28×(2.4/2)×5/8×2=9.42kN/m活载：0.5×(2.4/2)×5/8×2=0.75kN/m楼面板传递荷载恒载：5.1×(2.4/2)×5/8×2=7.65kN/m活载：2.5×(2.4/2)×5/8×2=3.75kN/m梁自重：2.29kN/m在B-C轴间框架梁均布荷载为屋面梁恒载=梁自重+板传荷载=2.29+9.42=11.71kN/m活载=板传荷载=0.75kN/m楼面梁恒载=梁自重+板传荷载=2.29+7.65=9.94kN/m活载=板传荷载=3.75kN/m4.3.4C-D轴间框架梁同A-B轴间框架梁4.3.5A轴柱纵向集中荷载的计算顶层柱：恒载=女儿墙自重+梁自重+板传荷载=5.90×3.9+2.29×(3.9-0.4)+4.94×(7.5-0.4)/2+6.28×(7.5/2-0.25)×(3.9-0.25)=128.79kN活载=板传荷载=0.5×(7.5/2-0.25)×(3.9-0.25)=6.39kN标准层柱：恒载=墙自重+梁自重+板传荷载=3.13×(3.9-0.4)+4.94×(7.5-0.4)/2+5.1×(7.5/2-0.25)×(3.9-0.25)=93.64kN活载=板传荷载=2.0×(7.5/2-0.25)×(3.9-0.25)=25.55kN4.3.6B轴柱纵向集中荷载的计算顶层柱：恒载=梁自重(纵梁、横梁)+板传荷载=2.29×(3.9-0.4)+4.94×(7.5-0.4)/2+2.29×(2.4-0.4)/2+6.28×[(7.5+2.4)/2-0.25]×(3.9-0.25)=135.58kN活载=板传荷载=0.5×[(7.5+2.4)/2-0.25]×(3.9-0.25)=8.58kN标准层柱：恒载=梁自重+板传荷载=2.29×(3.9-0.4)+4.94×(7.5-0.4)/2+2.29×(2.4-0.4)/2+5.10×[(7.5+2.4)/2-0.25]×(3.9-0.25)=115.33kN活载=板传荷载=2.0×[(7.5+2.4)/2-0.25]×(3.9-0.25)=34.31kNC轴柱纵向集中荷载的计算与B轴柱的相同，轴柱纵向集中荷载的计算与A轴柱的相同。框架在竖向荷载作用下的受荷总图如图4-2所示(图中数值均为标准值)图4-2竖向受荷总图(kN)注：带括号者表示活荷载4.4恒活荷载作用下的弯矩计算表4-0恒〔活〕线载作用下的跨中及固端弯矩表线载性质楼层位置线载位置线载大小梁计算长度(m)固端弯矩跨中弯矩恒线载屋面边跨32.317.5151.45227.18中跨11.712.45.628.43楼面边跨27.177.5127.36191.04中跨9.942.44.777.16活线载屋面边跨2.187.510.2215.33中跨0.752.40.360.54楼面边跨8.727.540.8861.31中跨3.752.41.802.704.5风荷载计算作用在屋面梁和楼面梁节点处的集中风荷载标准值见表4-1：w=βZμSμZω0本地区根本风压为：w0=0.40μZ—风压高度变化系数，地面粗糙度为C类μS—风荷载体型系数。根据建筑物的体型查的μS=1.3βZ—以为房屋总高度小于30米所以βZ=1.0—下层柱高—上层柱高，对顶层为女儿墙的2倍B—迎风面的宽度B=3.9m。表4-1集中风荷载标准值离地高度(Z/m)μZβZμSw0(kN/m2)(m)(m)ωk(kN)14.41.121.01.30.403.61.86.1310.81.021.01.30.403.63.67.457.21.01.01.30.403.63.67.3063.61.01.01.30.404.053.67.76图4-3风荷载作用下荷载分布图(kN)表4-2各层柱反弯点位置、剪力、柱梁端弯矩计算表层号柱号4边柱6.130.2291.403429600.0001430.0000401.3082.2923.221.843.222.19中柱0.2711.6631.4502.1503.582.411.381.383边柱13.580.2293.108429600.0003160.0000881.4882.1126.564.628.405.94中柱0.2713.6821.6201.9807.295.963.763.762边柱20.880.2294.778429600.0004860.0001351.6681.9329.237.9713.8610.52中柱0.2715.6621.6201.98011.219.176.656.651边柱28.640.2386.811245810.0011650.0002533.2932.15714.6922.4322.6616.90中柱0.2627.5082.9972.45318.4222.5010.6810.68图4-4风荷载作用下弯矩图(kN·m)图4-5风荷载作用下剪力图〔KN〕图4-6风荷载作用下柱轴力图〔KN〕5内力计算5.1恒〔活〕载作用下框架的内力恒〔活〕荷载作用下框架受荷简图如图4-2。5.2恒〔活〕载作用下框架的弯矩计算竖向荷载作用下的内力一般可采用近似法，有分层法，弯矩二次分配法和迭代法。当框架为少层少跨时，采用弯矩二次分配法较为理想。这里竖向荷载作用下的内力计算采用分层法。竖向荷载作用下，框架的内力分析除活荷载较大的工业与民用建筑。可以不考虑活荷载的不利布置，这样求得的框架内力，梁跨中弯距较考虑活载不利布置法求得的弯局偏低，但当活载占总荷载的比例较小时，其影响很小.假设活荷载占总荷载的比例较大时，可在截面配筋时，将跨中弯距乘以1.1~1.2的较大系数。恒荷载作用下的弯矩、剪力可按下面公式求得：根据梁、柱相对线刚度，算出各节点的弯矩分配系数:节点处的弯矩分配系数按相对刚度比计算，如图5-1所示。图5-1A、B轴柱弯矩各层分配系数简图弯矩分配及传递弯矩二次分配法比分层法作了更进一步的简化。在分层法中，用弯矩分配法计算分层单元的杆端弯矩时，任一节点的不平衡弯矩都将影响到节点所在单元中的所有杆件。而弯矩二次分配法假定任一节点的不平衡弯矩只影响至与该节点相交的各杆件的远端。因此可将弯矩分配法的循环次数简化到一次分配、一次传递、再一次分配。梁端柱端弯矩采用弯矩分配法计算。除底层柱外的其于各层柱的相对线刚度乘以0.9。用弯矩分配法计算每一个敞口单元的杆端弯矩，底层柱的传递系数为0.5，其余各层柱的传递系数为1/3。计算过程如表5-1所示：表5-1恒载作用下的框架弯矩内力二次分配表上柱下柱右梁左梁上柱下柱右梁0.2520.7480.5080.1710.321-151.450151.450-5.62038.165113.285-74.082-24.937-46.81112.800-37.04156.642-8.9496.10918.132-24.228-8.156-15.31057.074-57.074109.782-42.042-67.7410.2010.2010.5980.4340.1460.1460.274-127.360127.360-4.77025.59925.59976.161-53.204-17.898-17.898-33.59019.08312.800-26.60238.081-12.468-8.949-1.061-1.061-3.158-7.232-2.433-2.433-4.56643.62137.338-80.958105.005-32.799-29.280-42.9250.2010.2010.5980.4340.1460.1460.274-127.360127.360-4.77025.59925.59976.161-53.204-17.898-17.898-33.59012.80013.436-26.60238.081-8.949-9.2560.0740.0740.219-8.626-2.902-2.902-5.44638.47339.109-77.582103.610-29.749-30.056-43.8060.2110.1640.6250.4480.1510.1180.283-127.360127.360-4.77026.87320.88779.600-54.920-18.511-14.466-34.69312.800-27.46039.800-8.9493.0932.4049.163-13.821-4.658-3.640-8.73142.76623.291-66.05798.418-32.119-18.106-48.19411.646-9.053表5-2活载作用下的框架弯矩内力二次分配表上柱下柱右梁左梁上柱下柱右梁0.2520.7480.5080.1710.321-10.22010.220-0.3602.5757.645-5.009-1.686-3.1654.108-2.5043.822-2.853-0.404-1.200-0.492-0.166-0.3116.280-6.2808.541-4.705-3.8360.2010.2010.5980.4340.1460.1460.274-40.88040.880-1.8008.2178.21724.446-16.961-5.706-5.706-10.7081.2884.108-8.48012.223-0.843-2.8530.6200.6201.844-3.701-1.245-1.245-2.33610.12512.945-23.07032.442-7.794-9.803-14.8440.2010.2010.5980.4340.1460.1460.274-40.88040.880-1.8008.2178.21724.446-16.961-5.706-5.706-10.7084.1084.313-8.48012.223-2.853-2.9510.0120.0120.035-2.786-0.937-0.937-1.75912.33712.542-24.87933.356-9.496-9.594-14.2670.2110.1640.6250.4480.1510.1180.283-40.88040.880-1.8008.6266.70425.550-17.508-5.901-4.611-11.0604.108-8.75412.775-2.8530.9800.7622.903-4.445-1.498-1.171-2.80813.7147.466-21.18031.702-10.252-5.782-15.6683.733-2.8915.3恒活荷载作用下的梁柱端剪力计算在计算中，当框架M图求V图以及V图求N图时，可采用结构力学取脱离体的方法。如杆件〔梁或柱〕两端的弯矩。其剪力：表5-3恒〔活〕线载作用下梁端和柱端剪力计算表荷载性质层数边跨梁〔KN〕中跨梁〔KN〕边柱〔KN〕中柱〔KN〕V〔左〕V〔右〕V〔左〕V〔右〕V〔上〕V〔下〕V〔上〕V〔下〕恒载四114.13-128.1914.05-14.0527.9727.9720.7920.79三98.68-105.0911.93-11.9321.0621.0616.4016.40二98.42-105.3611.93-11.9322.7422.7417.2717.27一97.57-106.2011.93-11.937.607.605.905.90活载四7.87-8.480.90-0.904.564.563.473.47三31.45-33.954.50-4.507.027.025.365.36二31.57-33.834.50-4.507.297.295.515.51一31.30-34.104.50-4.502.432.431.891.89表5-4A柱的轴力层次A柱轴力剪力传递纵向集中荷载N〔恒载〕N〔活载〕恒荷载活荷载恒荷载活荷载N顶N底N顶N底4114.137.87128.796.39242.92258.3014.2614.26398.6831.4593.6425.55450.62465.9971.2671.26298.4231.5793.6425.55658.05673.42128.38128.38197.5731.3093.6425.55864.63884.27185.23185.23表5-5B柱的轴力层次B柱轴力剪力传递纵向集中荷载N〔恒载〕N〔活载〕恒荷载活荷载恒荷载活荷载N顶N底N顶N底4142.249.38135.588.58277.82293.1917.9617.963117.0238.45115.3334.31525.55540.9290.7290.722117.2938.33115.3334.31773.53788.91163.36163.361118.1338.60115.3334.311022.371042.01236.27236.27图5-2恒载作用下M图(KN•m)图5-3恒载作用下V图(KN)图5-4恒载作用下N图(kN)图5-5活载作用下M图(KN•m)图5-6活载作用下的V图(单位：kN)图5-7活载作用下N图(kN)6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距进行调幅，调幅系数为现浇框架：0.8-0.9，本设计取0.85。6.1框架结构柱的内力组合柱上端控制值截面在梁底，下端在梁顶，应按轴线计算简图所得的柱端内力值换成控制截面的相应值，此计算为简化起见，采用轴线处内力值。计算结果见表6-5。表6-1梁内力组合表楼层梁位置截面位置内力种类恒载活(雪)载最大值风荷载可变荷载控制根本组合可变荷载控制根本组合可变荷载控制根本组合永久荷载控制根本组合最大控制内力调幅前①调幅后②调幅前③调幅后④左风⑤左风⑥1.2*②+1.4*④1.2*②+1.4*⑤1.2*②+1.4*⑥1.2*②+0.9*(1.4*④+1.4*⑤)1.2*②+0.9*(1.4*④+1.4*⑥)1.35*②+1.0*④max4左边跨梁左支座M-57.07-48.51-6.28-5.343.22-3.22-65.69-53.71-62.72-60.89-68.99-70.83-70.83V114.13114.137.877.87-0.720.72147.98135.95137.97145.97147.79161.96161.96跨中M143.75165.317.929.110.51-0.51211.12199.10197.66210.50209.20232.28232.28右支座M-109.78-93.32-8.54-7.26-2.192.19-122.14-115.04-108.91-123.89-118.37-133.24-133.24V-128.19-128.19-8.48-8.48-0.720.72-165.70-154.84-152.82-165.42-163.60-181.53-181.53中跨梁左支座M-67.74-57.58-3.84-3.261.38-1.38-73.66-67.16-71.03-71.46-74.95-80.99-80.99V14.0514.050.900.90-1.151.1518.1215.2518.4816.5419.4519.8721.79跨中M-59.31-68.21-3.30-2.800.000.00-85.77-81.85-81.85-85.38-85.38-94.88-94.88右支座M-67.74-57.58-3.84-3.26-1.381.38-73.66-71.03-67.16-74.95-71.46-80.99-26.73V-14.05-14.05-0.90-0.90-1.151.15-18.12-18.48-15.25-19.45-16.54-19.87-24.98右边跨梁左支座M-109.78-93.32-8.54-7.262.19-2.19-122.14-108.91-115.04-118.37-123.89-133.24-133.24V128.19128.198.488.48-0.720.72165.70152.82154.84163.60165.42181.53181.53跨中M143.75165.317.929.11-0.510.51211.12197.66199.10209.20210.50232.28232.28右支座M-57.07-48.51-6.28-5.34-3.223.22-65.69-62.72-53.71-68.99-60.89-70.83-70.83V-114.13-114.13-7.87-7.87-0.720.72-147.98-137.97-135.95-147.79-145.97-161.96-161.963左边跨梁左支座M-80.96-68.81-23.07-19.618.40-8.40-110.03-70.82-94.34-96.70-117.87-112.51-117.87V98.6898.6831.4531.45-3.113.11162.45114.07122.77154.13161.96164.67164.67跨中M98.06112.7733.5638.591.23-1.23189.35137.04133.60185.49182.40190.82190.82右支座M-105.00-89.25-32.44-27.58-5.945.94-145.71-115.43-98.78-149.34-134.36-148.07-148.07V-105.09-105.09-33.95-33.95-3.113.11-173.64-130.46-121.76-172.80-164.97-175.83-175.83中跨梁左支座M-42.93-36.49-14.84-12.623.76-3.76-61.45-38.52-49.04-54.95-64.42-61.87-64.42V11.9311.934.504.50-3.133.1320.619.9318.7016.0423.9320.6021.12跨中M-35.77-30.40-12.14-10.320.000.00-50.94-36.48-36.48-49.49-49.49-51.37-51.37右支座M-42.93-36.49-14.84-12.62-3.763.76-61.45-49.04-38.52-64.42-54.95-61.87-49.46V-11.93-11.93-4.50-4.50-3.133.13-20.61-18.70-9.93-23.93-16.04-20.60-20.61右边跨梁左支座M-105.00-89.25-32.44-27.585.94-5.94-145.71-98.78-115.43-134.36-149.34-148.07-149.34V105.09105.0933.9533.95-3.113.11173.64121.76130.46164.97172.80175.83175.83跨中M98.06112.7733.5638.59-1.231.23189.35133.60137.04182.40185.49190.82190.82右支座M-80.96-68.81-23.07-19.61-8.408.40-110.03-94.34-70.82-117.87-96.70-112.51-112.51V-98.68-98.68-31.45-31.45-3.113.11-162.45-122.77-114.07-161.96-154.13-164.67-0.182左边跨梁左支座M-77.58-65.94-24.88-21.1513.86-13.86-108.74-59.73-98.53-88.32-123.24-110.17-123.24V98.4298.4231.5731.57-3.253.25162.30113.55122.65153.78161.97164.43164.43跨中M100.44115.5132.1937.021.67-1.67190.45140.94136.28187.36183.16192.96192.96右支座M-103.61-88.07-33.36-28.35-10.5210.52-145.38-120.42-90.95-154.67-128.15-147.25-147.25V-105.36-105.36-33.83-33.83-3.253.25-173.79-130.98-121.88-173.15-164.96-176.06-176.06中跨梁左支座M-43.81-37.23-43.81-37.236.65-6.65-96.81-35.37-53.99-83.22-99.98-87.50-99.98V11.9311.934.504.50-5.545.5420.616.5522.0713.0026.9720.6021.18跨中M-36.65-31.15-11.57-9.830.000.00-51.15-37.38-37.38-49.77-49.77-51.89-51.89右支座M-43.81-37.23-43.81-37.23-6.656.65-96.81-53.99-35.37-99.98-83.22-87.50-96.81V-11.93-11.93-4.50-4.50-5.545.54-20.61-22.07-6.55-26.97-13.00-20.60-22.07右边跨梁左支座M-103.61-88.07-33.36-28.3510.52-10.52-145.38-90.95-120.42-128.15-154.67-147.25-154.67V105.36105.3633.8333.83-3.253.25173.79121.88130.98164.96173.15176.06176.06跨中M100.44115.5132.1937.02-1.671.67190.45136.28140.94183.16187.36192.96192.96右支座M-77.58-65.94-24.88-21.15-13.8613.86-108.74-98.53-59.73-123.24-88.32-110.17-110.17V-98.42-98.42-31.57-31.57-3.253.25-162.30-122.65-113.55-161.97-153.78-164.43-164.431左边跨梁左支座M-66.06-56.15-21.18-18.0022.66-22.66-92.58-35.65-99.10-61.51-118.62-93.80-118.62V97.5797.5731.3031.30-5.285.28160.90109.70124.47149.8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