学士某六层框架住宅楼结构设计计算书

PAGE襄樊学院土木工程系毕业设计第1页09届本科生毕业论文（设计）存档编号本科毕业设计关山国际花园小区2号住宅楼结构设计系（院）建筑工程学院专业土木工程班级0511班学生指导教师2009年5月29日PAGE摘要本设计主要讲述了关山国际花园小区2号住宅楼建筑结构设计的设计过程，它为钢筋混凝土框架结构。共六层，底层为车库，层高2.2米，其他层层高均为2.8米。建筑物总高度为18.4米。本住宅楼属于建筑中的民用筑类，在设计计算中参考了较多的相关书目，并且严格按照建筑设计规范来完成建的。其主要分为两大部分：第一部分为建筑设计。建筑设计是在总体规划的前提下，根据任务书的要求，综合考虑基地环境，使用功能，结构施工，材料设备，建筑设计及建筑艺术问题，解决建筑物的使用功能和空间的安排。依据建筑物的概念，建筑方针的原则，完成了拟建教学楼以下几方面的设计：建筑布局，基本单元设计，公共部分设计，空间组合设计，屋面设计，建筑立面设计及建筑防火设计等等。第二部分为结构设计。结构设计由荷载计算，框架结构的受力分析，计算和设计，楼板设计，楼梯设计和基础设计等组成。该建筑的抗震设防烈度为7度，抗震等级为三级，考虑水平地震作用和风荷载对横向框架的影响，采用反弯点法计算内力。竖向荷载作用下，横向框架内力计算采用分层法计算，而内力组合比较了竖向荷载组合和竖向荷载与地震力组合时对框架梁，柱产生的不利影响，取两者中较大值对框架梁，柱进行截面设计。关键词：钢筋混凝土；框架；结构设计ABSTRACTThisthesistellthedesignprocessesofaresidentialbuildinginthenationalgardenofGuanshan。Itissix-layerreinforcedconcreteframe.Ithassixstories,theheightofthefirststoreyis4.05meters,andtheheightofotherstoriesareall2.8meters.Theheightofthewholebuildingis18.4meters.Theteachingbuildingbelongtopublicbuildingsofcivilbuilding,indesignofcalculatingconsultingmorerelevantbooKlists,andfinishedaccordingtothedesignspecificationofthebuildingstrictly.Thisdesignisdividedintotwomajorpartsmainly:Thefirstpartisthearchitecturaldesign。Thearchitecturaldesignisonthepremiseofmasterplan,accordingtotherequestoftasKbooK,consideringthebaseenvironmentsynthetically,thefunctionofuse,thestructureconstructs,materialequipment,architecturaldesignandartisticquestionofthebuilding,solvethefunctionofuseofthebuildingandarrangementinthespace.Whetheraccordingtoconceptdesignofbuilding,principlepolicyofbuilding,thedesignshouldfinishthefollowingaspects.Theoverallarrangementofthebuilding,theelementarycellisdesigned,thepublicpartisdesigned,thespaceismadeupanddesigned,theroofingisdesigned,theelevationdesignofthebuildingandbuildingfirepreventionanddesignetc..Thesecondpartisstructuraldesign.Structuraldesignisconsistedbycalculationofwindload,designofframe,stairdesign,boarddesignwiththefoundationdesigningetc.maKingup.ShouldbuildprovidefortificationagainstearthquaKesearthquaKeintensity7,antidetonationgradeforbeingtertiary,considerhorizontalearthquaKefunctionimpactonhorizontalframeandapplythemethodofforforcecalculate,Verticaltoloadfunction,horizontalframeinternalforcecalculateandadoptthemethodoftoassignFrance,andinternalforcemaKeupverticaltoisitmaKeupandnotverticaltoloadwithearthquaKestrengthsettingaroofbeaminplacetoframeKeywords:reinforcedconcrete,frame,thedesignofthestructure目录HYPERLINK\h\z\u第1章设计条件1.1建筑设计资料本建筑为襄樊市市市区一小小区住宅楼楼。采用钢钢筋混凝土土全现浇框框架结构，建建筑面积33000m2，占地面面积467..28m2。共六层楼，底层层层高2.22m，其余各各层层高均均为2.88m。本建筑筑总长为447.2mm，总宽为为9.9m，建筑总高为为18.44m。1.1.1工程程地质报告告摘要拟建场地为池塘塘经人工填填筑而成，地地形平坦，场场地分层情情况如下：：第1层为杂填填土，厚0.5m;;第2层为灰色色粘土，厚厚8m;第3层为褐色色粉质粘土土(未揭穿)。拟建场地地范围内，浅浅部填土为为上层滞水水，主要受受大气降水水及地表排排水影响，地地下水位为为1.5—2.0m;;承压孔隙隙含水层。地地下水对混混凝土无侵侵蚀性。1.1.2气气象条件摘摘要主导风向：东北北风基本风压：WW0=0.55KN/mm2基本雪压：SS0=0KN/mm21.1.3活活荷载查《建筑结构荷荷载规范》可可知上人屋面均布活活荷载标准准值为2..0KN//m2楼面活荷载为：：22.0KNN/m2楼梯活荷载为：：2..0KNN/m21.1.4该该地区基本本烈度为7度（近震震）第2章结构构选型及布布置2.1结构布置置及计算简简图的确定定主体结构共6层层，底层层层高2.22m，其余各各层层高均均为2.88m，填充墙砌240厚空心砌砌块砖，门门窗详见门门窗表，楼楼层屋盖均均为现浇钢钢筋砼结构构。板厚取100mm：2.2承重方案案选择该建筑为住宅楼楼，采用横横向框架承承重方案，三柱两跨不等跨的形式。柱网布置形式详见建筑平面图。2.3梁、柱截截面尺寸初初估1.梁截面尺寸的估估算：1.BD跨：主梁：L=54400㎜,取500㎜，取200㎜故框架横纵梁的的截面尺寸寸为b×h==250㎜×500㎜故框架横纵梁的的截面尺寸寸为b×h==200㎜×400㎜2.AB跨：主梁：L=45500㎜ ,取500㎜，取200㎜故框架梁的截面面尺寸为b×h==200㎜×500㎜估算梁的截面尺尺寸（㎜）及及各层混凝凝土强度等等级表表2.1层数混凝土强度等级级横梁（b×h）纵梁（b×h）次梁（b×h）AB跨BD跨200×5000200×40001~6C30200×5000200×50002.柱截面尺寸的估估算框架柱截面尺寸寸根据柱的的轴压比限限制，按下下式计算：：1.柱组合的轴压比比设计值按按照公式1－1计算：(1－1)式中：：为考虑地震作作用组合后后柱轴力压压力增大系系数，边柱柱取1.3，等跨内内柱取1.2,不等跨取1.25；:为按照简支状态态计算柱的的负荷面积积；：为折算后在单单位面积上上的重力荷荷载代表值值，近似取取14KNN/;:为验算截面以上上楼层层数数；2.框架柱验算(1－2)由计算简图2－－1可知边柱柱和中柱的的负载面积积可知：中柱：（5.44＋4.5）/2×((3.9+3.9)//2=199.3㎡边柱：（3.99＋3.9）/2×5..4/2==10.55㎡边柱：中柱：根据上述计算结结果，并综综合考虑其其他因素，取取柱截面为为正方形，初初步估计柱柱的尺寸为为500㎜×500㎜＝＝250000>，为计算算简便中柱柱和边柱的的尺寸相同同，均为5500㎜×500㎜。故初初选柱的尺尺寸为500㎜×500㎜。2.4结构计算算简图图2-1框架结结构梁，柱柱尺寸注：室内外高差差0.30m,基础埋深0.5mm,底层h=00.3+0.55+2.2=3.0m第3章荷载计算3.1恒荷载计计算3.1.1屋面面及楼面恒恒荷载计算算1.屋面防水层（刚性）30厚C20细石混凝凝土1.00KN/㎡找平层（柔性）3毡4油油铺小石子0.4KN/㎡找平层：15厚厚水泥砂浆浆0.0115m×220＝0.3KN/㎡找坡层：40厚厚水泥石灰灰砂浆3‰找平0.004m×114＝0.566KN//㎡保温层：80厚厚矿渣水泥泥0.088m×144.5＝1.166KN/㎡结构层：1000厚现浇钢钢筋混凝土土板0.11m×255＝2.5KKN/㎡抹灰层：10厚厚混合砂浆浆0.011m×177＝0.177KN/㎡合计6.09KKN/㎡2.标准层楼面：大大理石楼面面大理石面层，水水泥砂浆擦擦缝30厚1：3干硬性水泥砂浆浆面上撒2厚素水泥1.116KN//㎡水泥浆结合层11道结构层：1000厚现浇钢钢筋混凝土土板0.11m×255＝2.5KKN/㎡抹灰层：10厚厚混合砂浆浆0.011m×177＝0.177KN/㎡合计：3.833KN//㎡3.楼梯，水泥砂浆浆楼面构造层：0.55KN/㎡结构层：1000厚现浇钢钢筋混凝土土板0.11m×255＝2.5KKN/㎡抹灰层：10厚厚混合砂浆浆0.011m×177＝0.177KN/㎡合计：3.177KN//㎡3.1.2．屋屋面及楼面面活荷载计计算1.根据《荷载规范范》查得：上人屋面：2..0KN//㎡楼面：22.0KNN/㎡(宿舍楼)2.雪荷载Sk=0KNN/㎡屋面活荷载与雪雪荷载不同同时考虑，两两者取大者者.3.1.3．梁梁，柱，墙墙，门窗重重力荷载的的计算1.梁自重：1.边横梁，中横梁梁，纵梁：b×h==200㎜×500㎜梁自重：255×0.2m×(00.5m-0..1m)==2.0KKN/㎡抹灰层10厚混混合砂浆：：0.01m×[[(0.5m-0.11m)×22+0.22m]×17=00.170KN/㎡合计：2.1770KNN/㎡2.次梁：b×h==200㎜×400㎜梁自重：25××0.200m×(00.4m--0.1mm)=1..5KN//m抹灰层10厚混混合砂浆：：0.01m×[[(0.44m-0..1m)××2+0..20m]×177=0.1136KNN/㎡合计：1.6336KNN/㎡3.基础梁：b×hh=200㎜×400㎜梁自重：25×0.220m×0..4m=22.0KN/mm2.柱自重：1.柱：b××h=5000㎜×500㎜柱自重：25×0.5m×0..5m=6.225KN//m抹灰层10厚混混合砂浆：：0.001m×00.5m×4××17=00.34KNN/㎡合计：6.599KN/㎡2.构造柱：b×hh=2400㎜×240㎜柱自重：25×0.224m×00.24m=1..44KNN/m抹灰层10厚混混合砂浆：：0.01m×00.24mm×0.244m×2××17=00.16KN/㎡合计：1.6KN/㎡3.外纵墙自重：标准层纵墙：（2.88-1.55）m×0.224m×118=5.6116KNN/m铝合金窗：0..35KKN/㎡×1.5m=0..525KKN/m瓷砖外墙面：（2.8m-1.5m）×0.5KN/㎡=0.65KN/m水泥粉刷墙面：：（2.88m-1..5m）×0.336KNN/㎡=0.8445KN//m合计：7.6336KNN/㎡底层：卷闸门：0.445KNN/㎡×2.2m==0.999KN//m瓷砖外墙面：22.2×00.5KKN/㎡=1.1KKN/m合计：2.099KN/㎡4.内墙自重：标准层纵墙：（2.88m-0..5m）×0.122m×188=4.9668KNN/m水泥粉刷内墙面面：2.33m×0..36KKN/㎡×2=1..656KN/mm合计：6.6224KNN/㎡底层：纵墙：（3.00m-0..5m）×0.122m×188=5.4KKN/m水泥粉刷内墙面面：2.55m×0..36KKN/㎡×2=1..8KNN/m合计：7.2KN/㎡3.1.4．荷荷载等效转转化 1.D～B轴间间框架梁：：屋面板传荷载：：恒载：活载：楼面板传荷载：：恒载：活载：梁自重：2.117KN//mD～B轴间框架梁均布布荷载为：：屋面梁：恒载载＝梁自重重＋板传荷荷载＝2.17KNN/m+119.355KN//m=211.52KN/mm活载＝板板传荷载＝＝6.3557KN//m楼面板传荷载：：恒载＝梁梁自重＋板板传荷载＝2.17KNN/m+112.1774KNN/m=114.3444KNN/m活载＝板板传荷载＝＝6.3557KNN/m2.B～A轴间间框架梁：：屋面板传荷载：：恒载：活载：楼面板传荷载：：恒载：活载：梁自重：2.117KN//mB～A轴间框架梁均布布荷载为：：屋面梁：恒载载＝梁自重重＋板传荷荷载＝2.17KNN/m+117.677KN//m=199.84KN/mm活载＝板板传荷载＝＝5.800KN//m楼面板传荷载：：恒载＝梁梁自重＋板板传荷载＝2.17KNN/m+111.111KN//m=133.28KN/mm活载＝板板传荷载＝＝5.800KN//m3.1.5屋屋面框架节节点集中荷荷载标准值值顶层柱：D轴,A轴柱纵向集中荷载载计算：女儿墙自重：（做做法：墙高高1100㎜,100㎜的混凝凝土压顶）边柱连系梁自重重:粉刷：连系梁传来屋面面自重：KNN边节点D，A集中中荷载：=40..53KNN中柱连系梁自重重:粉刷：连系梁传来屋面面自重：KKNB节点集中荷载：：57.112KN3.1.4楼面面框架节点点集中荷载载：边柱联系梁自重重(含粉刷)0.20×0..5×2.177×25+00.02××（0.5-0.1）×2×2.177×17=6..02KNN次梁自重（含粉粉刷）0.20×0..40×1.644×25×0.5+（0.40-0.1）×0.022×1.644×17=1.722KN钢窗自重：1×1.5×1.5×0.455=1.01KNN窗下墙体自重：：（3.9--1.5）×0.9×0.244×18=9.333KN窗下墙体粉刷：22×0.022×（2.8-1.5）×17=0..88KNN框架柱自重(含含粉刷)：0.50×0..50×2.8×25+00.50×2.8×0.022×2×17=188.49KN联系梁传来楼面面自重：KN中间层边节点集集中荷载：：60.661KNN中柱联系梁自重重(含粉刷)：9..75+11.06==10.881KNN次梁自重(含粉粉刷)：1.722KN内纵墙自重(含含粉刷，扣除门洞洞重加上门门重)：（3.9-0.9）×(2.8-00.4)×0.12×18=15.555KNN（3.9-0.99）×(2.8-0.4)×2×0.02×17=4..90KKN框架柱自重(含含粉刷)：18..49KNN联系梁传来楼面面自重：KN中间层中节点集集中荷载：：97.778KN3.2屋面及楼楼面活荷载载计算上人屋面均布活活荷载标准准值:2.0kNN/m2屋面雪荷载标准准值:0kN/mm2==KNKN==KNKN第4章横向框架侧移刚刚度计算4.1计算梁、柱柱的线刚度度4.1.1梁的的线刚度计计算梁柱混凝土标号号均为C30，EC=3.0*107KN/mm2，在框架结结构中，现现浇层的楼楼面可以作作为梁的有有效翼缘，增增大梁的有有效刚度，减减少框架侧侧移。考虑虑这一有利利作用，在在计算梁的的截面惯性性矩时，对对现浇楼面面的框架梁梁取I=2I0。梁的线刚度计算算表表4-1类型跨度截面积线刚度500高5.40.20×0..5023150500高4.50.20×0..5027777注：表中(KNNm)4.1.2柱柱的线刚度度计算柱的线刚度计算算表4-2注：表中(KNNm)4.2柱的侧移移刚度D值的计算算其中为柱侧移刚刚度修正系系数，为梁梁柱线刚度度比，不同同情况下，、取值不对于一般层：对于底层：4.2.1框架架侧移刚度D值的计算算层次边柱D轴（133根）边柱A轴（13根）中柱（15根）KDiKDiKDi2至60.4150.182144800.910.293245100.4980.1991702784107010.4440.320281890.9100.481333700.5330.40828319126134004.2.2不同同层刚度D值的计算算首层的侧移刚度度：=12613440N/mmm其他层的的侧移刚度度：=8410770N/mmm图4-1相对线刚刚度第5章横向水平荷载作作用下框架架结构的内内力和侧移移计算5.1横向风风荷载作用用下框架结结构内力和和侧移计算算5.1.1风风荷载作用用计算荷载标准值基本本风压w0=0.55kN//m2，地面粗粗糙度为CC类。本章计计算以左风风为例。，建筑物高度118.4mm<30m，故故βz=1.00。对于矩形形平面，μμs=1.33计算过程见下表表（其中z为框架节节点至室外外地面的高高度；A为一榀框架架各层节点点的受风面面积:A6==3.9((1.1++2.8//2）=9.755m2A5=A4=A3==A2=3..92.88=10.992m2A1=3.9[[2.8/22+3/2])=11..31m2表5-1楼层高度z(m)μzwk(kN/m2)A(m2)P(kN)六16.50.780.519.754.97五13.70.740.5610.926.12四10.90.740.4810.925.24三8.10.740.4810.925.24二5.30.740.4810.925.24一2.50.380.2511.312.835.1.2风荷载作作用下框架架结构内力力计算采用D值法。在求得框架第II层的层间间剪力后，I层j柱分配到到的剪力以以及柱上、下下端的弯矩矩、分别按下下列各式计计算：柱端剪力计算公公式为柱端弯矩计算公公式为，需要注意的是，风风荷载作用用下的反弯弯点高比是是根据表：：均布水平平荷载作用用下各层标准反弯点点高度比查查得。梁端弯矩、剪力力以及柱轴轴力分别按按照下列公公式计算：：；；；层柱端弯矩及剪剪力计算表5-2层次hV边柱DKYM下M上62.84.97841070144800.100.4150.210.060.2252.811.09841070144800.220.4150.350.220.4042.816.33841070144800.330.4150.410.380.5432.821.57841070144800.430.4150.450.540.6622.826.81841070144800.540.4150.550.830.6813.029.6412613400281890.660.4440.771.520.46层柱端弯矩及剪剪力计算表5-3层次hV边柱AKYM下M上62.84.97841070170270.100.4980.250.070.2152.811.09841070170270.220.4980.350.220.4042.816.33841070170270.330.4980.450.420.5132.821.57841070170270.430.4980.450.540.6622.826.81841070170270.540.4980.550.830.6813.029.6412613400283190.660.5330.731.440.53层柱端弯矩及剪剪力计算表5-4层次hV中柱BKYM下M上62.84.97841070245100.170.9100.350.170.3152.811.09841070245100.380.9100.410.440.6342.816.33841070245100.560.9100.450.700.8632.821.57841070245100.730.9100.450.921.1222.826.81841070245100.910.9100.551.271.0213.029.6412613400333701.010.9100.731.971.06梁端弯矩及剪力力轴力计算算表5-5层次梁DB梁BA柱轴力M左M右LVM左M右LV边柱D中柱B边柱A60.220.145.40.070.170.314.50.110.070.040.1150.460.365.40.150.440.84.50.270.220.160.3840.760.585.40.250.721.34.50.450.470.360.8331.040.825.40.341.01.824.50.630.810.651.4621.220.815.40.381.071.944.50.671.190.942.0311.291.055.40.431.282.334.50.801.621.312.93风荷载作作用下弯矩矩、剪力、轴轴力图5.2横向地地震力荷载载作用下框框架结构内内力和侧移移计算5.2.1基基本情况本建筑抗震设防防烈度为7度，房屋屋高度未超超过30mm的丙类建建筑，抗震震等级为三三级。框架架属于规则则框架，采采用底部剪剪力法计算算框架承受受的水平地地震作用，根根据工程地地质报告和和土的类型型划分，判判定为二类类场地，由由设计地震震分组为第第一组查相相关规范得得特征周期期系数Tg=00.35ss.5.2.2地地震力荷载载标准值地震力荷载标准准值包括全全部恒荷载载值和部分分活荷载值值。其中屋屋盖处活载载仅取雪荷荷载一半。重重力荷载值值按整个框框架结构计计算，然后后平均分配配到各榀框框架。计算算见下表（一）重力荷载载代表值计计算G=q×s1．屋面雪荷载标标准值不考虑。2．屋面、楼面活活荷载标准准值Q1k=Q2k==Q3k=Q4k=Q5k=Q6k=2.0××(9.9×47.22-6×2.6×2)=2.0×436..08=872..16kNN3．屋盖、楼盖自自重G6k=6.09×4336.088=26555.7kNNG1k=G2k==G3k=G4k=G5k=3.833×436..08=16700.2kNN4．女儿墙自重G’=1.1×（99.9×22+47..2×2-2..6×2）×0.244×19=546..74kNN5．顶层楼梯间自重重（高2.22m）2.6×6×22.2×33.17++(6×4+2.6×4)×2..2×0..24×119+2××(6×4+2.6×4)×2..2×0..02×117=5005.2kN6．二～六层柱梁墙等自重重柱自重（45根根柱）0..5×0.5×2.8×225×45=785..5kN柱粉刷0.5××4×2.8×0.022×17×45=85.668kN梁（含粉刷）自自重2.117×（9.9×11+3.9×2+6×4）+1.633×3.9×4=330..71kNN门面积2.11×0.99×36=68.004m2窗面积1.55×1.5×14+2.4×11.8×44+1.5×1.2×4+0.99×1.2×4=60.228m2门窗自重688.04××0.2++60.228×0..45=40.773kN墙体自重199×[(47..2×2+9.9×2+8.44×12+20×3.3)×0.244×2.8-((68.004+60.228)×0.244]=43342.668kN墙体粉刷[(447.2××2+9..9×2+8..4×12+220×3.3))×2.8--(68..04+660.288)]×22×0.002×177=4477.76kk小计 60322.56kkN7．底层柱梁墙等等自重柱自重0.55×0.5×3.0×225×455=843..75kNN柱粉刷0.5××4×2..2×0..02×117×45=64.226kN梁（含粉刷）自自重2.117×（9.9×11+33.9×2+6×4）+1.663×3.9×4=3330.711kN门面积2.44×1.8×24=103..68m2窗面积0m22门窗自重1033.68××0.455=46.666kN墙体自重199×(9..9×2+6×4+2.6×2)×0.244×2.2=491..57kNN墙体粉刷(9..9×2+6×4+2..6×2)×2.2×2×0.022×17=773.300KN小计 18500.77kkN恒荷载取全部，活活荷载取50%，各层重重力荷载集集中于楼屋屋盖标高处处，其代表表值汇总如如下：5.2.3横向自振周期计计算（二）地震作用用计算按顶点位移法计计算，考虑填充充墙对框架架刚度的影影响，取基基本周期调调整系数==0.6。计算公式为为,式中为顶点点位移（单单位为m）过，按D值法计算算，过程如下表：表5-6层次Gi（kN）（kN）Di(kN/m)(m)(m)67159.7227159.7228410700.00850.194258138.288152988410700.01800.185748138.2882343.2888410700.02860.167738138.28831574.5568410700.03750.139128138.28839712.8848410700.04720.101616047.28845760.112126134000.05440.0544T1=1.7×0..6×=00.4499s5.2.4横向水平地震作作用计算该工程所在地抗抗震设防烈烈度为7度，场地地类别为Ⅱ类，设计计地震分组组为第一组组，则，为水平地地震影响系系数最大值值。由于，则顶点点附加地震震作用系数数，相应于于结构基本本自振周期期的地震影影响系数根根据反应谱谱曲线计算算（式中为阻尼调调整系数,除有专门门规定外,建筑结构构的阻尼比比应取0.055,相应的），结构的等效总重重=0.885457760.112=388996.100kNFi=（1-）=各层横向地震作作用及楼层层地震剪力力计算如下下表：表5-7层次ihi（m）Hi（m）Gi（kN）GiHi（kN∙m）FiVi62.817.07259.722121715..20.3021409.61409.652.814.28138.288115563..50.2871339.62749.242.811.48138.28892776.440.2301073.53822.732.88.68138.28869989.220.174812.24634.822.85.88138.28847202.000.117546.15180.912.83.06047.28818141.880.045210.05390.9各质点水平地震震作用及楼楼层地震剪剪力沿房屋屋高度的分分布如图图6水平地震作用分分布图7层间剪力力分布5.2.5地地震力荷载载作用下的的水平位移移验算水平地震作作用下框架架结构的层层间位移，计计算过程见见下表，表表中还计算算了各层的的层间相对对弹性转角角=/hi横向水平地震作作用下的位位移验算表5-8层次Vi层间侧移刚度DDihiθe=61409.68410700.00122.81/233352749.28410700.00332.81/84943822.78410700.00402.81/70034634.88410700.00452.81/62225180.98410700.00502.81/55315390.9126134000.00432.81/698由表中计算结果果可见，最最大层间相相对弹性转转角发生在在第2层，其值值为1/5533＜1/5550，满足要要求。5.2.6水平地震作用下下框架内力力计算反弯点高度比,,,,计算结果果列于下表表：对于梁端弯矩、剪剪力及柱轴轴力发别按按下式计算算：（计算算过程略），，，Vb=(Mbl-Mbr)/l，Ni=[其中i表示线刚度，ll、r、m表示左、右右、中。]各层柱端弯矩及及剪力计算算表5-9层次hV边柱DKYM下M上62.81049.68410701448018.070.4150.2110.6239.9752.82749.28410701448047.330.4150.3546.3886.1442.83822.78410701448065.820.4150.4175.56108.7332.84634.88410701448079.800.4150.45100.55122.8922.85180.98410701448089.200.4150.55137.37112.3913.05390.9126134002818992.810.4440.77214.4064.04各层柱端弯矩及剪剪力计算表5-10层次hV边柱AKYM下M上62.81049.68410701702721.250.4980.2514.8844.6252.82749.28410701702755.650.4980.3554.54101.2842.83822.78410701702777.390.4980.4597.51119.1832.84634.88410701702793.830.4980.45118.22143.8222.85180.984107017027104.890.4980.55161.53132.1613.05390.91261340028319109.140.5330.73239.0288.40层柱端弯矩及剪剪力计算表5-11层次hV中柱BKYM下M上62.81049.68410702451030.590.9100.3529.9855.6752.82749.28410702451080.120.9100.4191.97132.3642.83822.784107024510114.400.9100.45140.36176.1832.84634.884107024510135.060.9100.45170.18207.9922.85180.984107024510150.980.9100.55232.51190.1313.05390.91261340033370142.620.9100.73312.34115.52梁端弯矩及剪力力轴力计算算表5-12层次梁DB梁BA柱轴力M左M右LVM左M右LV边柱D中柱B边柱A639.9725.335.412.0930.3444.624.516.66-12.09-4.57-16.66597.7673.865.431.6088.48116.164.545.47-43.69-18.44-62.134155.11122.05.451.32146.15173.724.571.08-95.01-38.20-133.2113198.45158.505.466.10189.85241.334.595.82-161.111-67.92-166.9002212.94163.945.469.80196.37250.384.599.28-230.911-97.40-266.1881201.41158.355.466.62189.68249.934.597.69-297.533-128.899-363.877图5-3地地震荷载作作用下弯矩矩、剪力、轴轴力图第6章竖向荷载作用下下横向框架架结构的内内力计算6.1恒荷载作作用下的内内力计算6.1.1线刚刚度计算详细计算在第四四章已给出出。恒荷载载（竖向）作作用下的内内力计算采采用分层法法。在分层层计算法中中，假定上上下柱的远远端为固定定端，而实实际上是弹弹性支承。为为了反映这这个特点，使使误差减小小，除底层层外，其他他层各柱的的线刚度均均乘以折减减系数0.9，另外传传递系数也也由1/2修正为1/3。6.1.2恒荷荷载转化在求固端弯矩时时，可以将将计算简图图中梁上梯梯形和三角角形分布荷荷载化为等等效均布荷荷载荷载等效转换：：=0.333,顶层边跨=211.52kkN/m（前面已已经转化过过，下同）顶层边跨=199.77kkN/m中间层边跨中间层边跨荷载等效后的计计算简图如如下6.1.3分层层法计算恒恒荷载作用用下梁端弯弯矩(1)固端弯矩矩计算（利利用结构对对称性，取取二分之一一结构计算算）顶层边跨顶层边跨中间层边跨中间层边跨(2)分层计计算弯矩以框架梁及上下下相邻柱划划分计算单单元，标出出节点处的的弯矩分配配系数和梁梁的固端弯弯矩，即可可进行分配配，计算从从顶层开始始。1）顶层分配系数计算如如下内力计算过程如如下(kN.mm)M图（单位：kNN∙m）2）中间层分配系数计算如如下内力计算过程如如下（单位位：kN∙m）M图（KN.M）3）底层分配系数计算如如下同理可得：内力计算过程如如下（单位位：kN∙m）M图如下（单位：：kN∙m）对节点不平衡弯弯矩进行再再次分配，以以恒荷载作作用下五、六六层左上节节点为例：：①第六层图22弯矩二次次分配图②第五层其余各节点弯矩矩分配见图图中数据。本设计中梁弯矩矩考虑塑性性内力重分分布，取调调幅系数如如下：边跨跨端部0.80，跨中弯弯矩值乘以以1.2；跨中弯矩矩计算如下下：①第六层：②第五层：③第四层：④第三层：⑤第二层：eq\o\aac(○,6)第一一层：再次分配并调幅幅后的弯矩矩图如下：：括号中为再次分分配后的弯弯矩，下方方小方框中中为调幅后后的弯矩，大大方框中为为跨中弯矩矩。6.1.4恒载载作用下的的剪力计算算梁端剪力柱柱轴力，=（+）=6.592..8=188.45kkN具体计算结果见见下表：恒载作用下DBB梁端剪力力计算表6-1层号621.525.458.10-2.7655.34-60.86521.975.459.32-1.2558.07-60.57421.975.459.32-1.4657.86-60.78321.975.459.32-1.4657.86-60.78221.975.459.32-1.4857.84-60.80121.975.459.32-1.557.82-60.82恒载作用下BAA梁端剪力力计算表6-2层号619.774.544.485.4749.95-39.01520.914.547.053.2050.25-43.85420.914.547.052.6249.67-44.43320.914.547.052.6249.67-44.43220.914.547.052.6449.69-44.41120.914.547.052.6649.71-44.39恒载作用下的剪剪力和轴力力表6-3层次总剪力柱轴力DB跨BA跨D柱B柱A柱655.34-60.8649.95-39.0199.87108.32167.93186.3879.5497.39558.07-59.3250.25-43.85237255.45391.53409.98163.44181.89457.86-56.449.67-44.43373.92392.37577.55596.00327.46345.91357.86-56.449.67-44.43511.84530.29763.57782.02450.96469.41257.84-56.3649.69-44.41648.74667.19969.13987.58574.42592.87157.82-56.3249.71-44.39785.64804.091155.2331176.688697.87716.326.2活荷载作作用下的内内力计算6.2.1活荷荷载转化同恒荷载作用下下的内力计计算，可以以将计算简简图中梁上上梯形分布布荷载化为为等效均布布荷载荷载等效转换：：=0.333,顶层边跨=6..36kNN/m（前面已已经转化过过，下同）顶层边跨=5..8kN//m中间层边跨中间层边跨6.2.2分层层法计算活活荷载作用用下梁端弯弯矩(1)固端弯矩矩计算（利利用结构对对称性，取取二分之一一结构计算算）顶层边跨顶层边跨中间层边跨中间层边跨(2)分层计计算弯矩以框架梁及上下下相邻柱划划分计算单单元，标出出节点处的的弯矩分配配系数和梁梁的固端弯弯矩，即可可进行分配配，计算从从顶层开始始。1）顶层内力计算过程如如下（单位位：kN∙m）M图如下下：2)中间层内力计算算过程如下下（单位：：KN.M）M图如下（单位KKN.M）3）底层内力计算过程如如下（单位位：kN∙m）M图如下（单位：：KN.M）活荷载作用下的的弯矩再分分配、调幅幅和跨中弯弯矩计算同同恒荷载。弯弯矩图如下下：6.2.3活载载作用下的的剪力计算算活载作用下DBB梁端剪力力计算表6-4层号66.365.417.17-0.9316.24-18.1056.365.417.17-0.3416.83-17.5146.365.417.17-0.4216.75-17.5936.365.417.17-0.4216.75-17.5926.365.417.17-0.4216.75-17.5916.365.417.17-0.4816.69-17.65活载作用下BAA梁端剪力力计算表6-5层号65.84.513.051.2614.31-11.7955.84.513.050.9413.99-12.1145.84.513.050.9614.01-12.0935.84.513.050.9614.01-12.0925.84.513.050.9614.01-12.0915.84.513.051.0014.05-12.05活载作用下的剪剪力和轴力力表6-6层次剪力柱轴力DB跨BA跨D柱B柱A柱616.24-18.1014.31-11.7923.8142.2666.0084.4519.3637.81516.83-17.5113.99-12.1166.6685.11130.09148.5457.4975.94416.75-17.5914.01-12.09109.43127.88196.28214.7395.60113.4516.75-17.5914.01-12.09152.20170.65261.47279.92133.71152.1616.75-17.5914.01-12.09194.97213.42326.66345.11171.82190.2716.69-17.6514.05-12.05237.68256.13391.95410.40209.89228.34第7章梁、柱的内内力组合7.1梁的内力力组合根据前一章的内内力计算结结果，即可可进行框架架各层梁柱柱各控制截截面上的内内力组合，其其中梁的控控制截面为为梁端及跨跨中。柱分分为边柱和和中柱，每每根柱有2个控制截截面。控制制截面示意意图如下：：计算过程见下页页表中，弯矩以以下部受拉拉为正，剪剪力以沿截截面顺时针针方向为正，轴力力以受压为为正。考虑到地震有左左震和右震震两种情况况，而在前前面第4章计算地地震作用内内力时计算的是左震作用用时的内力力，则在下下表中有11.2(①+0.5②)+1..3⑤和1.2(①+0.55②)-1.3⑤两列，分分别代表左左震和右震震参与组合合。因为风荷载效应应同地震作作用效应相相比较小，不不起控制作作用，则在在下列组合合中风荷载载内力未参参与，仅考考虑分别由由恒荷载、活活荷载和地地震荷载控控制的四种种组合形式式：（1）恒荷载+活荷载、（2）恒荷载+活荷载、（3）恒荷载（代代表左震和和右震）具体组合见表：：（①、②、③分别代表表恒荷载、活活荷载、地地震荷载。）7.1横梁内力组合层

次截

面内

力恒

SGk活

SQk地震

SEk1.2(①+00.5②)±1.3③1.35SGkk

+SQkk1.2SGk

++1.4SSQk→+-←6DM-29.98-9.3639.9710.37-93.55-49.83-49.08V55.3416.2412.0991.8760.4490.9589.14B左M44.8713.3625.3394.7928.9373.9372.55V-60.86-18.112.09-68.18-99.61-100.266-98.37B右M-36.16-9.4430.34-9.61-88.50-58.26-56.61V49.9514.3116.6690.1846.8781.7479.97AM16.444.944.6280.67-35.3427.0926.59V-39.01-11.7916.66-32.23-75.54-64.45-63.32跨中MDB53.414.1812.0988.3156.8786.2783.93MBA28.497.7216.6660.4817.1646.1845.005DM-40.05-11.6897.7672.02-182.166-65.75-64.41V58.0716.8331.6120.8638.7095.2293.25B左M45.4413.1773.86158.45-33.5974.5172.97V-59.32-17.5131.6-40.61-122.777-97.59-95.70B右M-35.54-9.9488.4866.41-163.644-57.92-56.56V50.2513.9945.47127.819.5881.8379.89AM24.076.55116.16183.82-118.19939.0438.05V-43.85-12.1145.47-0.77-119.000-71.31-69.57跨中MDB42.8813.1831.6100.4418.2871.0769.91MBA24.87.8845.4793.60-24.6241.3640.794DM-38.93-11.29155.11148.15-255.133-63.85-62.52V57.8616.7551.32146.2012.7794.8692.88B左M45.2213.1122220.72-96.4874.1572.60V-56.4-17.5951.32-11.52-144.955-93.73-92.31B右M-35.27-9.84146.15141.77-238.222-57.45-56.10V49.6714.0171.08160.41-24.3981.0679.22AM23.486.38173.72257.84-193.83338.0837.11V-44.43-12.0971.0831.83-152.977-72.07-70.24跨中MDB43.6313.1851.32126.98-6.4572.0870.81MBA24.87.8871.08126.89-57.9241.3640.793DM-38.93-11.29198.45204.50-311.488-63.85-62.52V57.8616.7566.1165.41-6.4594.8692.88B左M45.2213.1158.5268.17-143.93374.1572.60V-56.4-17.5966.17.70-164.166-93.73-92.31B右M-35.27-9.84189.85198.58-295.033-57.45-56.10V49.6714.0195.82192.58-56.5681.0679.22AM23.486.38189.85278.81-214.80038.0837.11V-44.43-12.0995.8264.00-185.144-72.07-70.24跨中MDB43.6413.1866.1146.21-25.6572.0970.82MBA24.87.8895.82159.05-90.0841.3640.792DM-38.9-11.29212.94223.37-330.288-63.81-62.49V57.8416.7569.8170.20-11.2894.8392.86B左M45.2713.1163.94275.31-150.94474.2172.66V-56.36-17.5969.812.55-168.933-93.68-92.26B右M-35.34-9.84196.37206.97-303.599-57.55-56.18V49.6914.0199.28197.10-61.0381.0979.24AM23.486.38250.38357.50-293.49938.0837.11V-44.41-12.0999.2868.52-189.611-72.04-70.22跨中MDB43.6413.1869.88151.12-30.5772.0970.82MBA24.767.8899.28163.50-94.6241.3140.741DM-38.1-11.03201.41209.50-314.177-62.47-61.16V57.8216.6966.62166.00-7.2194.7592.75B左M44.5712.86158.35267.06-144.66673.0371.49V-56.32-17.6566.628.43-164.788-93.68-92.29B右M-34.22-9.68189.68199.71-293.466-55.88-54.62V49.7114.0597.69195.08-58.9281.1679.32AM22.266.08349.93485.27-424.55536.1335.22V-44.39-12.0597.36966.08-187.088-71.98-70.14跨中MDB44.5313.4866.62148.13-25.0873.6072.31MBA26.168.1697.69163.29-90.7143.4842.82PAGE\*Arabic65襄樊学院建筑工程学院毕业设计第页7.2框架柱内力组合合D柱内力组组合层次截面内力恒荷载SGk活荷载地震SEk1.2(①+00.5②)±1.3③1.35SGkk+SQk1.2SGk+1.4SQkk|Mmax|NNminMNmaxMSQk→←6柱顶M37.4711.739.9777.960.0262.2861.3477.960.0262.28N99.8723.8112.09112.3988.81158.63153.18112.3988.81158.63柱底M25.737.5510.6236.9116.2042.2941.4542.2916.2041.45N108.3242.2612.09128.29104.72188.49189.15188.49104.72189.15V22.576.8818.7041.645.1837.3536.715柱顶M24.337.0686.14109.06-58.9139.9139.08109.06-58.9139.91N23766.6643.69285.89200.70386.61377.72285.89200.70386.61柱底M24.337.0646.3870.29-20.1539.9139.0870.29-20.1539.91N255.4585.1143.69310.80225.61429.97425.69310.80225.61429.97V17.385.0447.3364.06-28.2428.5027.914柱顶M24.337.06108.73131.09-80.9439.9139.08131.09-80.9439.91N373.92109.4395.01478.41293.14614.22601.91478.41293.14614.22柱底M24.337.0675.5698.75-48.6039.9139.0898.75-48.6039.91N392.37127.8895.01503.31318.04657.58649.88503.31318.04657.58V17.385.0465.8282.08-46.2628.5027.913柱顶M24.337.06122.39144.40-94.2639.9139.08144.40-94.2639.91N511.84152.2161.11686.23372.06843.18827.29686.23372.06843.18