计算书一九一

07届本科毕业设计存档编号：襄樊学院毕业设计题目：某公司研发科研大楼设计专业：土木工程姓名：黎辉学号：03121213指导教师：梁黎明2007年6月15日摘要本工程为某公司科研楼设计，7度抗震设防，采光等级三级，地质条件为较弱地基，位于城市中心交通要道。本设计分为建筑设计与结构设计，第一部分建筑设计主要考虑了房屋的开间尺寸、采光（全玻璃幕墙）、抗震设防、功能要求、平面组合。本平面采用矩形，内设两部消防楼梯，下流上输比较方便。采光性能比较好，环境优雅，有良好的朝向、保温、隔声、通风等功能，适合人们办公学习和研究。第二部分为结构设计，在本设计中，采用框架结构，柱网布置，楼面、屋面均用单向板，利用弹性理论的计算方法，计算楼面屋面配筋。由于地基比较弱，地下水位比较浅，采用桩基。建筑物除根据荷载大小对主要构件进行外，还对一些构配件进行设计，如护栏、顶棚，以及墙面的装饰、门与墙面的结合，抗震加固等，都在构造上采用相应的措施。关键词：钢筋混凝土采光结构框架ABSTRACTThisprojectisadesignofscientificresearchbuilding,Sevendegreeanti-seismicsforthecertaincommercialbuildingofofficebuildingsetupdefences,Threelightinggradelevels,geologicalconditionismoreweakfoundation,locateincitycentretrafficimportantline.Designdivideintobuildingdesignandstructuraldesign,thefirstminuteconstructdesignhaveconsideredhousemainlyboilbetweensize,lighting(wholeglasswall)andanti-seismicsetupdefences,functionask,planecombination.thisplaneadoptrectangle,setupthetwostairsoffirecontrol,dirtyonlosefacilitatefairly.lightingperformancecompare,environmentelegant,havegoodorientation,insulation,soundinsulation,lightingandventilationetc.function,suitablepeoplehandleofficialbusinessstudyandresearch.Secondpartdesignforstructure,indesign,adoptframestructure,columnnetarrange,floorandroofingusetwo-wayboard,usethecalculationmethodoftheoryofelasticity,pareweak,undergroundwaterlevelbecauseoffoundationisstakebaseshallowfairly..Buildingrootoutaccordingtoloadsizegoonformajorcomponentbesides,returnforsomeGouaccessorydesign,asceilingandthefencehandrail,aswellaswallsurfacedecorate,doorandthecombinationofwallsurface,anti-seismicconsolidatewait,adoptcorrespondingmeasureonstructure.Keywords:armouredconcrete，absorblighting;structure;framestructure目录第1章工程概况11.1工程概况11.2柱网和层高布置：11.3框架结构承重方案的选择21.4梁、柱截面尺寸的初步确定：3第2章框架侧移刚度的计算52．1横梁线刚度ib的计算：52．2纵梁线刚度ib的计算：52．3柱线刚度ic的计算：I=bh3/1252．4各层横向侧移刚度计算6第3章重力荷载代表值计算73.1楼面和屋面资料73.1.1.楼面做法7屋面做法8屋面及楼面可变荷载标准值83.2墙、门重力荷载标准值83.3各构件自重计算（包括梁侧.梁底.柱的抹灰重量）93.4梁柱自重计算10第4章横向水平荷载作用下框架14结构的内力和侧移计算144.1横向框架自振周期144.2横向地震作用计算144.3横向框架抗震变形验算164.4水平地震作用下荷载内力计算16第5章竖向荷载作用下框架17内力分析（横向框架）175.1计算单元确定175.2荷载计算175.2.1恒载作用175.2.2活载作用205.3内力计算215.3.2恒荷载作用下的内力计算21楼面活载作用下的内力计算295.3.4风荷载作用下框架内力计算315.4横向框架内力组合335.4.1横向框架梁的内力组合335.4.2框架柱内力组合37第6章楼盖设计406.1设计资料406.2方案确定（弹性理论）416.3单向板计算416.3.1计算跨度416.3.2弯矩计算416.4次梁计算426.4.1荷载426.4.2正截面受弯计算426.4.3斜截面受剪承载力计算43第7章截面设计447.1承载力抗力调整系数γRE447.2横向框架梁截面设计447.2.2梁的斜截面强度计算477.3框架柱截面设计49轴压比验算497.3.2柱正截面的承载力计算517.3.3柱的斜截面承载力计算52第8章楼梯结造设计548.1楼梯板设计55荷载计算558.1.2截面设计568.2平台板的设计568.2..1荷载计计算568.2..2截面设设计578.3平台梁设设计578.3..1荷载计计算578.3..2截面设设计58第9章基础设计599.1地基基条件599.2基础初步步确定599.3承台台板厚度验验算619.3..1冲切验验算619.3..2角桩冲冲切验算619.3..3抗剪计计算619.3..4承台台板配筋629.3..5桩身身配筋62致谢………………………65参考资料………………666第1章工程概况1.1工程概概况建筑地点：湖北北省某市建筑类型：七层层科研办公公楼，框架架结构。建筑介绍：根据据该房屋的的使用功能能及建筑设设计要求，进进行了平立立面及剖面面的设计建建筑面积约约9120平方米，主体结构构为七层，底底层层高均均为5m，二至至六层为44m,七层为6mm；采用全全玻璃幕墙墙，选用88mm厚夹夹丝玻璃；；填充墙采采用200厚蒸压粉粉煤灰加气气混凝土砌砌块，内外外墙均为2200mmm；大门采采用电子感感应门，其其余为实木木门，窗为为铝合金窗窗；屋顶构构架采用轻轻钢，楼盖盖均采用现现浇钢筋混混凝土结构构，板厚120mmm。地质条件：经地地质勘察部部门确定，此此建筑场地地为二类，设设防烈度为为7度，设计计地震分组组为第一组组，抗震等等级为三级级。结构概况:结构构体系框架架结构,基础为桩桩基础,基础混凝凝土C20,其余混凝凝土为C301.2柱网和和层高布置置：图1-1主体结结构柱网布布置图1.3框架结结构承重方方案的选择择竖向向荷载的传传力途径：：楼板的均均布活载和和恒载经次次梁间接或或直接传至至主梁，再再由主梁传传至框架柱柱，最后传传至地基。根据据以上楼盖盖的平面布布置及竖向向荷载的传传力途径，本本办公楼框框架的承重重方案为纵纵横双向框框架承重方方案。框架结构的计算算简图：图1-2典型框框架结构计计算单元图1-3横向框框架组成的的空间结构构1.4梁、柱柱截面尺寸寸的初步确确定：1、主梁截面高度度一般取跨跨度的1/15至1/10。本方案案中，横梁梁取1/133×90000=6992,取700mm，梁梁宽取梁高高的1/3～1/2，取3000mm，可可得横梁的的截面初步步定为b×h==300×700mm；纵纵梁分别是是B轴取2500mm×750mmm,其余取2550mm××700mmm。次梁按整体肋形形次梁选择择截面尺寸寸，初步定定为b×h==300mmm×650mmm2、框架柱的截面面尺寸根据据柱的轴压压比限值，按按下列公式式计算：（1）柱组合的轴压压力设计值值N=βFgEn注：β考虑地震作用组组合后柱轴轴压力增大大系数。F按简支状态计算算柱的负载载面积。gE折算在单位位建筑面积积上的重力力荷载代表表值，可近近似的取88.2KNN/m2。n为验算截面以上上的楼层层层数。（2）Ac≥N/uNfc注：：uN为框架架柱轴压比比限值，本本方案为三三级抗震等等级，查《抗抗震规范》可可知为0.9。fc为混凝土轴心抗抗压强度设设计值，对对C30，查得14.33N/mmm2。3、计算过程：对于边柱：N=βFgEn=1..3×366.45××8.2×77=46443.733（KN）Ac≥NN/uNfc=46443.733×1033/0.99×14..3=43335888.2355（mm2）取7000mm×700mmm对于内柱柱：N=βFgEn=1..25×666.833×8.22×7=88186..675（KN）Ac≥≥N/uNfc=36228.8××103/0.99×14..3=63361055.28（mm2）取8000mm××800mmm表1-1梁截面面尺寸（mm）混凝土等级横梁（b×h）纵梁（b×h）（L3）AB跨（L1）BC跨（L2）C30300×6500300×7000300×7000次梁（L4）为为250mmm×650mmm，七层4和5轴梁(L5)为500mmm×14000mm表1-2柱截面面尺寸（mm）层次混凝土等级b×h1(Z1)C25800×80002-7(Z2))C25750×750A2柱(Z3)为4000mm××17000mm,0A1柱(Z4)为500mmm×900mmm。第2章框架侧移刚度的的计算在框架结构中，现现浇楼面可可以作为梁梁的有效翼翼缘，增大大梁的有效效刚度，减减少框架侧侧移。为考考虑这一有有利作用，在在计算梁的的截面惯性性距时，边边框架梁取取I=1..5I(I为梁的截截面惯性距距)；对中框框架梁取I=2..0I。2．1横梁线刚度ib的计算：：类别Ec（N/mm2）b×h（mm×mm）I0（mm4）l（mm）1.5EcI00/l（N·mmm）2EcI0/ll（N·mmm）AB跨3.0×1044300×65006.87×100975004.12×100105.49×10010BE跨3.0×1044300×70008.58×100990004.29×100105.72×100102．2纵梁线刚度ib的计算：：类别Ec（N/mm2）b×h（mm×mm）I0（mm4）l（mm）1.5EcI00/l（N·mmm）2EcI0/ll（N·mmm）各跨3.0×1044300×75001.05×1001081005.86×100107.81×100102．3柱线刚度icc的计算：I=bhh3/12层次hc（mm）Ec（N/mmm2）b×h（mm×mm）Ic（mm4）EcIc/hc（N·mm）150003.0×1044800×8003.413×1101020.48×110102--640003.0×1044750×75002.637×1101019.78×11010760003.0×1044750×7502.637×1101013.18×110102．4各层横向向侧移刚度度计算横向框架柱侧移移刚度D值计算层项目目柱类型根数底层边框架边柱4.29/220.488=0.22090.321315604边框架中柱（4.29+5..72）/20..48=00.48990.397390522中框架边柱4.12/200.48==0.20010.3183130914中框架中柱（4.12+5..49）/20..48=00.46990.3933859189513982至6层边框架边柱（4.29+4..29）/2×19.778=0..2160.101149834边框架中柱（4.29+4..29+44.12++4.122）/2×199.78==0.42250.175259612中框架边柱（5.72+5..72）/2×199.87==0.28880.1261867214中框架中柱（5.49+5..72）×2//2×119.877=0.55640.2203264086343837层边框架边柱（4.29+4..29）/2×19.778=0..2160.101149834边框架中柱（4.29+4..29+44.12++4.122）/2×199.78==0.42250.175259612中框架边柱（5.72+5..72）/2×199.87==0.28880.1261867214中框架中柱（5.49+5..72）×2//2×119.877=0.55640.220326406569103第3章重力荷载代表值值计算3.1楼面和屋屋面资料根根据轻钢结结构平屋面面和不上人人屋面要求求选择以下下屋面、楼楼面做法：：3.1.1.楼面做法法楼面面做法①：选98J1122工程做法P78屋18，查《荷荷载规范》可可取：永久荷载标准值值：1．20厚花岗石石楼面15×00.02==0.3kN//m22．．20厚1：4干硬性水水泥砂浆结结合层20×00.02==0.4kN//m23．．120厚钢筋混混凝土板25××0.122=3.00kN/m24．．V型轻钢龙龙骨吊顶00.20kN//m2合计3.9kN//m2楼面面做法②：选98J1122工程做法P79屋21，查《荷荷载规范》可可取：永久荷载标准值值：1．．20厚石英地地板楼面15××0.022=0.33kN/m22．．20厚1：4干硬性水水泥砂浆结结合层220×0..02=00.4kkN/m23．．120厚钢筋混混凝土板25×00.12==3.0kN//m24．．V型轻钢龙龙骨吊顶0.220kNN/mm2合计3.9kN//m2因此楼面恒荷载载取3.9kN//m2楼面恒荷载标准准值简化计计算为68.7×199.2×33.9＝51444.26KKN3.1.2屋面面做法查《荷荷载规范》可可取：轻钢结构屋面永永久荷载标标准值（不不上人）：：g=0.12++0.111×l=0..12+00.11××68.77=0.888kNN/mm2(l为该楼的的跨度)屋面恒载标准值值简化计算算为1.2×68..7×199.2×00.88==11600.76KN3.1.3屋面面及楼面可可变荷载标标准值查《建筑荷载规规范GB500009--20011》不上人屋面均布布活荷载标标准值0.55kN/m20.5××68.77×19..2=13319.004KN楼面活荷载标准准值办公室、会议室室、实验室室、厕所等等取2..0kNN/mm2档案室、走廊、门门厅、楼梯梯等取2..5kNN/mm2为计算方便，此此处偏安全全地统一取取均步活荷荷载为2..5kNN/mm22.5×68..7×199.2=33297..6kN3.2墙、门门重力荷载载标准值玻璃幕墙采采用夹丝玻玻璃，厚88mm,则幕墙重重力荷载为为：255.6×00.8=20.55kNN/mm2×（36×7.2++8.1××6×288.65++6.5××47+88.1×55.5×44）=42770.6kkN43×14.55+12..7×433=11669.6kkN玻璃幕墙的荷载载标准值为为42700.6+11169..6=54440.22kN内墙2000mm，采采用200厚蒸压粉粉煤灰加气气混凝土砌砌块（1.7kN//m2）,双面抹灰灰各20mmm，则内墙墙重力荷载载为：1..7+177×0.002×2==2.388kN/m2墙体自重计算如如表3-1表3-1墙墙体自重计计算表墙体面积（m2）重量（KN）外墙（2.2+1.44+2.00+2.11+4+33.9+11.4+88.1+11.4）×36==9542270.522内墙底层103.65××4.255=4400.511048.4112层（103.65++95.44）×3.225=6446.9111539.6553-6层（103.65++122..6）×3.225×4==735..31×447000.155七层（79.6+1003.655）×5.225=9226.0662289.700木门单位面积重重力荷载：：0..2kNN/mm2（97×1.0××2.1++0.6××2.1××21+11.5×22.1×113+1..5×2..1×7++1.0××2.1××7）×0.22=61..57kNN3.3各构件自自重计算（包包括梁侧.梁底.柱的抹灰灰重量）梁侧.梁底.柱周的抹灰，近近似按加大大梁宽及柱柱宽考虑。计计算见表3-2例：L1b××h=0..30×00.65mm,长度6.775m每根重量为：11.05××0.300×0.665×6..75×225﹦34.556KNN表3-2梁柱自自重编号截面(m²)长度(m²)根数β每根重量(KNN)总重量（KN）L10.30×0..656.759×6+7=6611.0534.562108.166L20.30×0..708.258×6+6=5541.0545.472455.388L30.3×0..707.3523×6+200=15881.0540.526402.166L40.25×00.656.7515×7=10051.0528.796541.58.2515×7=10051.0533.51L50.50×11.4015.2521.05280.22560.44L60.3×0.7705.2571.0528.94202.58Z10.80×00.805.0271.05842268Z20.75×00.754.026×5=13301.0559.069803.9666.0241.0588.59Z30.40×1..705.011.0589.25553.354.051.0571.46.011.05107.1Z40.50×0..905.011.0559.06366.194.051.0547.256.011.0570.883.4梁柱自重重计算该科研楼为长方方形布置柱柱网，纵向向柱网使得得整体纵向向刚度较大大，仅考虑虑水平地震震对横向柱柱网影响即即可。采用用剪力法计计算水平地地震作用力力，为求基基底剪力，先先要计算结结构各楼层层的总重力力代表值。荷载分层总汇顶层重力荷载代代表值包括括：轻钢屋屋架自重，顶顶层楼盖恒恒载，轻钢钢屋面雪荷荷载，纵横横梁的自重重，半层柱柱自重，半半层墙体自自重。其它它层重力荷荷载代表值值包括：楼楼面恒载，调调整系数×楼面均布布活荷载，纵纵横梁自重重，楼面上上、下各半半层的柱及及纵、横墙墙体自重。顶层总重力荷载载105339.677KN轻钢屋架11.2×668.7××19.22×0.888=11600.76KN板51444.266KN柱（88.559×244+1077.1×11+70..88×11）×0.5＝11522.07KN梁(344.56××7+455.47××6+400.52××20+2280.222×2）×0.55=9422.79KN墙（26.55×6+22289..7）×0.55=12224.355KN门（9×2..1×1..0+3××2.1××0.6++5×1..5×2..1+1..5×2..1+1..0×2..1）×0.2＝8.744KN玻璃幕墙9906.77KN六层总重力荷载载代表值192275.775KKN楼面32297.66kN结构板55144..26KNN梁（34.556×9++45.447×8++40.552×233+62..3×300+28..94）＝35044.7KKN柱59.006×266+71..4+477.25＝42644.13KN墙24488.7KKN门（1.0××2.1××21+00.6×22.1×33+1.55×2.11×2+11.5×22.1+11.0×22.1）×0.2＝11.889KNN玻璃幕墙6004.477KN五层总重力荷载载代表值192275.775KKN楼面32297.66KN结构板55144..26KKN梁（34.556×9++45.447×8++40.552×233+62..3×300+28..94）＝35044.7KKN柱59.006×266+71..4+477.25＝42644.13KN墙22448..7KNN门1.0××2.1××21+00.6×22.1×33+1.55×2.11×2+11.5×22.1+11.0×22.1）×0.2＝11.889KNN玻璃幕墙6004.477KN四层总重力荷载载代表值192275.775KKN楼面32297.66kN结构板55144..26KNN梁（34.556×9++45.447×8++40.552×233+62..3×300+28..94）＝35044.7KKN柱59.006×266+71..4+477.25＝42644.13KN墙24488.7KKN门（1.0××2.1××21+00.6×22.1×33+1.55×2.11×2+11.5×22.1+11.0×22.1）×0.2＝11.889KNN玻璃幕墙6004.477KN三层总重力荷载载代表值199275..75KN楼面33297..6kN结构板51444.26KKN梁（34.556×9++45.447×8++40.552×233+62..3×300+28..94）＝35044.7KKN柱59..06×226+711.4+447.255＝42644.13KN墙24448.7KN门（1.0××2.1××21+00.6×22.1×33+1.55×2.11×2+11.5×22.1+11.0×22.1）×0.2＝11.889KNN玻璃幕墙6604.447KN二层总重力荷载载代表值192275.775KKN楼面33297..6kN结构板51444.26KKN梁（34.556×9++45.447×8++40.552×233+62..3×300+28..94）＝35044.7KKN柱59..06×226+711.4+447.255＝42644.13KN墙24448.7KN门（1.0××2.1××21+00.6×22.1×33+1.55×2.11×2+11.5×22.1+11.0×22.1）×0.2＝11.889KNN玻璃幕墙604..47KNN一层总重力荷载载代表值177802..99KKN楼面32977.6kNN结构板51444.266KN梁（34.556×9++45.447×8++40.552×233+62..3×300+28..94）＝35044.7KKN柱42664.133×0.55+（84×227+899.25++59.006）×0.5＝33400.23KN墙24448.7××0.5++10488.41××0.5++22700.52××2.5//36＝19066.23KN门55.5KKN玻璃幕墙604..47KNN3.5各质点重重力荷载代代表值（如如图3-1）图3-1各质点重重力荷载代代表值第4章横向水平荷荷载作用下下框架结构的内力和侧侧移计算4.1横向框架自振周周期按顶点位移法计计算框架的的自振周期期，顶点位位移法是求求结构基本本频率的一一种近似方方法。将结结构按质量量分布情况况简化为无无限质点的的悬臂直杆杆，导出以以直杆顶点点位移表示示的基频公公式。——基本周期调调整系数。考考虑填充墙墙使框架自自振周期减减少的影响响，取0.6。——框架的顶点点位移。在在未求出框框架的周期期前,无法求出出框架的地地震力及位位移。是将框架的重力力荷载视为为水平作用用力，求得得的假象框框架顶点位位移,然后由求出出,再用求出框框架结构的的底部剪力力,进而求出出框架各层层剪力和结结构真正的的位移。横横向框架顶顶点位移计计算见表44-1。=1.7×0..6×=00.85（s）表4-1横向框架架顶点位移移层次（kN）（kN）（kN/m）层间相对位移710539.66710539.6675691030.01850.6884619275.77529815.4426343830.04690.6699519275.77549091.1176343830.07740.6230419275.77568366.9926343830.10780.5456319275.77587642.6676343830.13820.4378219275.775106918..426343830.16850.2996117802.999124721..419513980.13110.13114.2横向地震作用计计算在II类场地，7度设设防区，设设计地震分分组为第一一组情况。结结构的特征征周期=00.35s，水平地地震影响系系数最大值值=0.008（7度，多遇遇地震）。由由于=0..85＞1.4=11.4×00.35==0.499（s），应考考虑顶点附附加地震作作用。按底底部剪力法法求得的基基底剪力，若若分配给各各层，则水水平地震作作用呈倒三三角形分布布。对一般般层，这种种分布基本本符合实际际。但对结结构上部，水水平作用小小于按时程程分析法和和振型分解解法求得的的结果，特特别对于周周期比较长长的结构相相差更大。地地震的宏观观震害也表表明，结构构上部往往往震害很严严重。因此此，即顶部部附加地震震作用系数数考虑顶部部地震力的的加大。考考虑了结构构周期和场场地的影响响。且修正正后的剪力力分布与实实际更加吻吻合。=0.08++0.011=0.008×0..85+00.01==0.0778结构横向总水平平地震作用用标准值：：=（/）0.9×××0.885=（0.355/0.885）0.9×00.08××0.855×1244721..41=33816kkN顶点附加水平地地震作用：：==0.0078×33816==298kkN各层横向地震剪剪力计算见见表4-2，表中表4-2各层横向向地震作用用及楼层地地震剪力层次（m）（m）（kN）（kN）（kN）（kN）7631105403267400.1585855.66855.666425192764819000.2338822.511678.1775421192764047960.1964690.942369.1114417192763276920.1590559.362928.4773413192762505880.1216427.793356.266249192761734840.0842296.223652.48815517803963800.0468164.643817.122注：表中第7层层中加入了了。4.3横向框架抗震变变形验算（见见表4-3）表4-3横向框架架变形验算算层次层间剪力（kN）层间刚度（kN）层间位移（m）层高（m）层间相对弹性转转角7855.665691030.00150061/400061678.1776343830.00265541/150952369.1116343830.00373341/107242928.4776343830.00462241/86633356.2666343830.00529941/75623652.4886343830.00576641/69513817.1229513980.00401151/1247由此可见，最大大层间弹性性位移角发发生在第二二层，1/6995<1//550，满足规规范要求。4.4水平地震作用下下荷载内力力计算层次层高层间剪力Vi((kN)层间刚度Di3轴框架边柱3轴框架中柱y(m)y(m)76855.665691031867228020.2880.10152.2816.923264049.080.5640.25220.8673.62641678.1776343831867249.40.2880.25148.249.43264086.340.5640.35224.48120.88542369.1116343831867269.70.2880.30195.1683.6432640121.890.5640.40292.54195442928.4776343831867286.20.2880.40206.88137.9232640150.670.5640.45331.47271.21343356.2666343831867298.80.2880.45217.36177.8432640172.430.5640.45379.35310.37243652.48863438318672107.50.2880.55193.5236.532640187.930.5640.50375.86375.86133817.12295139831309125.60.3180.84150.48477.5238591154.830.4690.70232.25541.91表4-4第5章竖向荷载作用下下框架内力分析（横向向框架）5.1计算单元元确定取eqq\o\\ac(○○,3)轴线线横向框架架进行计算算，计算单单元如图55-1所示，由由于房间内内布置有次次梁（b×h==300mmm×650mmm），故直直接传给该该框架的楼楼面荷载如如图中的水水平阴影所所示。计算算单元范围围内的其余余楼面荷载载则通过次次梁和纵向向框架梁以以集中力的的形式传给给横向框架架，作用于于各节点上上。由于纵纵向框墙的的中心线与与纵向梁、柱柱的中心线线不重合，对对梁有扭矩矩，对框架架节点上还还作用有集集中力矩。图5-1横向框架计算单单元5.2荷载计计算恒载载作用恒载作用下各层层框架梁上上的荷载分分布如图55-2所示：图5-3对于第七层,代表横梁自重，为为均布荷载载形式=0.3×0..65×225×1..05=55.12kN//m=0.3×0..7×255×1.005=5..51kkN/m，分别为屋面板，钢钢屋架传给给横梁的梯梯形荷载，=1.2×（00.88++3.9）×3.775=211.51kN//m=1.2×（00.88++3.9）×4.55=25..81kkN/m，，分别由边纵梁，中中纵梁直接接传给柱的的恒载，它它包括主梁梁自重、次次梁自重等等重力荷载载，计算如如下：=8.1×5..51+（×1.335×5..40）×2+×11.35××（4.8++7.5）×5.774+×77.5×44.06==114..8KN=8.1×5..51+（×1.335×5..40）×2+×11.35××（6.3++9）×5.774+×99×4.006=1229.5KKN=114.8++129..5=2444.3KKN对6层，代表梁自重和其其上横墙自自重，为均均布荷载，=5.12+22.38××4.6==16.007kNN/mm=5.51+22.38××4.6==16.446kNN/mm，分别为楼板传给给横梁的梯梯形荷载，=1.2×3..9×3..75=117.555kN/m=1.2×3..9×4..5=311.06kkN/m，，分别由边纵梁，中中纵梁直接接传给柱的的恒载，它它包括主梁梁自重、次次梁自重、墙墙体等重力力荷载，计计算如下：：=8.1×5..51+（×1.335×5..40）×2+×11.35××（4.8++7.5）×5.774+×77.5×44.06++×3.775×2..38×44.6=1135.333KN=8.1×5..51+（×1.335×5..40）×2+×11.35××（6.3++9）×5.774+×99×4.006+×44.5×22.38××4.6==154..13KNN=135.33++154..13+44.35××2.388×4.66=3377.08KKN对2-5层，代表梁自重和其其上横墙自自重，为均均布荷载=5.12+22.38××3.3==12.997kNN/mm=5.51+22.38××3.3==13.336kNN/mm，分别为楼板传给给横梁的梯梯形荷载，=1.2×3..9×3..75=117.555kN/m=1.2×3..9×4..5=311.06kkN/m，，分别由边纵梁，中中纵梁直接接传给柱的的恒载，它它包括主梁梁自重、次次梁自重、墙墙体等重力力荷载，计计算如下：：=8.1×5..51+（×1.335×5..40）×2+×11.35××（4.8++7.5）×5.774+×77.5×44.06++×3.775×2..38×44.6=1135.333KN=8.1×5..51+（×1.335×5..40）×2+×11.35××（6.3++9）×5.774+×99×4.006+×44.5×22.38××4.6==154..13KNN=135.33++154..13+44.35××2.388×4.66=3377.08KKN5.2.2活活载作用图5-4对于第7层（活活载取0.5kN//m2）=0.5×4..8=2..4kNN/mm=0.5×6..3=3..15kkN/m=［×1.35×55.40××2+×11.35××（4.8++7.5）×5.774］×0.55=27..47KKN=［（×1.35×55.40）×2+×11.35××（6.3++9）×5.774］×0.55=33..28KKN=27.47+333.288=60..75KNN对于2-6层（活载载取2.5kkN/m2=2.5×4..8=122kN/m=2.5×6..3=155.75kN//m=［×1.35×55.40××2+×11.35××（4.8++7.5）×5.774］×2.55=1377.35KN=［（×1.35×55.40）×2+×11.35××（6.3++9）×5.774］×2.55=1666.4KKN=27.47+333.288=60..75KNN5.3内力计计算竖向荷载作用下下框架的内内力分析，除除活荷载较较大的工业业厂房外，对对一般的工工业与民用建筑可以以不考虑活活荷载的不不利布置。这这样求得的的框架内力力，梁跨中中弯矩较考考虑活荷载载不利布置置法求得的的弯矩偏低低，但当活活荷载在总总荷载比例例较大时，可可在截面配配筋时，将将跨中弯矩矩乘1.1～1.2的放大系系予以调整整。5.3.1计算算各杆线刚刚度（如图图5-5）图5-65.3.2恒恒荷载作用用下的内力力计算梯形荷载等效方方式如图55-7所示，其其中q=(11-2a2+a3)p（a=a//l）图5-7图5-8恒载作用下各层层弯矩计算算顶层：（注：）（注：）二至六层：（注：）（注：）采用分层法计算算杆端弯矩矩表5-1顶层杆端端弯矩的计计算结点ABDEFC杆端ADBEDADEEDEBEFFEFCCF分配系数//0.6980.3020.2340.5410.2250.2940.706/固端弯矩（KKN·m）-200.688200.68-171.2171.2节点F弯矩分配传递-25.17-50.33-120.877-40.29节点E弯矩分配传递-0.78-0.51-1.01-2.33-0.97-0.49节点D弯矩分配传递46.81140.4360.7630.38节点E弯矩分配传递-5.48-3.56-7.11-16.44-6.84-3.42节点F弯矩分配传递0.581.152.760.92节点E弯矩分配传递-0.10-0.07-0.14-0.31-0.13-0.07节点D弯矩分配传递0.842.531.100.55节点E弯矩分配传递-0.06-0.07-0.13-0.17-0.12-0.06节点F弯矩分配配传递0.020.040.090.05最后弯矩（KKN·m）47.65-6.42142.96-143.033223.22-19.25-203.577118.02-118.022-39.32图5-9中间层图5-10表5-2中间层杆杆端弯矩结点DEFA（G）B（H）C（I）杆端DADGDEEDEBEHEFFEFIFCAD（GD）BE（HE）CF（IF）分配系数0.4370.4370.1260.1120.390.390.1080.1220.4390.439///固端弯矩（KKN·m）-226.422226.42-140.255140.25节点F弯矩分配传递-8.56-17.11-61.57-61.57-20.52节点E弯矩分配传递-4.35-8.69-30.27-30.27-8.38-4.19-10.09节点D弯矩分配系数100.85100.8529.0814.5433.62节点E弯矩分配传递-0.82-1.63-5.67-5.67-1.57-0.79-1.89节点F弯矩分配传递0.310.63节点E弯矩分配传递-0.02-0.03-0.12-0.12-0.03-0.04节点D弯矩分配传递0.370.110.050.12节点E弯矩分配传递-0.01-0.02-0.02-0.01最后弯矩（KKN·m）101.22100.8511-202.422230.65-36.08-36.08-158.499118.77-59.38-59.3833.74-12.02-19.79图5-11底层图5-12结点DEFABCGHI杆端DADGDEEDEBEHEFFEFIFCADBECFGDHEIF分配系数0.4460.4300.1240.1110.3980.3840.1070.1200.4480.432//////固端弯矩（KKN·m）-226.422226.42-140.255140.25节点F弯矩分配传递-8.42-16.83-62.83-60.59-31.42-20.20节点E弯矩分配传递-4.32-8.63-30.94-29.86-8.32-4.16-15.47-9.95节点D弯矩分配传递102.9199.2228.6114.3151.4633.07节点E弯矩分配传递-0.80-1.59-5.15-5.50-1.53-0.77节点F弯矩分配传递0.300.592.212.13-2.581.10-0.920.71节点E弯矩分配传递-0.03-0.11-0.12-0.03-0.06-0.04最后弯矩（KKN·m）102.9199.22-202.933230.48-36.20-35.48-158.255119.08-60.62-58.4651.46-18.11-30.3233.07-11.83-19.49图5-13将由分层法求得得的各层弯弯矩图叠加加，并对不不平衡弯矩矩再进行一一次分配，可可得整个一一榀框架结结构在恒载载下的弯矩矩图如图6-144图5-14恒荷载载下3轴框架弯弯矩图图5-155.3.3楼面活活载作用下下的内力计计算（如表表5-4）顶层：中层：表5-4上柱下柱右梁左梁上柱下柱右梁左梁上柱下柱70.6980.3020.2340.5410.2250.2940.706-20.3820.38-10.5910.5914.236.15-2.29-5.30-2.20-3.11-6.0822.26-1.153.08-9.54-1.56-1.10-11.62-14.73-6.381.884.341.803.747.3021.76-21.7623.05-10.5-12.5510.1210.460.4370.4370.1260.1120.3900.3900.1080.1220.4390.439-101.866101.86-52.9352.9344.5144.5112.83-5.48-19.08-19.08-5.28-6.46-23.24-23.247.1222.26-2.746.42-2.26-9.54-3.23-2.64-3.04-11.62-11.79-11.79-3.400.963.363.360.932.117.597.5939.8454.98-95.17103.76-17.98-25.26-60.5145.94-18.69-27.273-50.4370.4370.1260.1120.3900.3900.1080.1220.4390.439-101.86101.86-52.9352.9344.5144.5112.83-5.48-19.08-19.08-5.28-6.46-23.24-23.2422.2622.26-2.746.42-9.54-9.54-3.23-2.64-11.62-11.62-18.26-18.26-5.261.806.276.270.173.1611.3611.3648.5148.51-97.03105.6-22.35-22.35-61.2746.99-23.50-220.4370.4370.1260.1120.3900.3900.1080.1220.4390.439-101.866101.86-52.9352.9344.5144.5112.83-5.48-19.08-19.08-5.28-6.46-23.24-23.2422.2621.9-2.746.42-9.54-9.40-3.23-2.64-11.86-11.44-18.10-18.10-5.221.773.1611.3911.3948.6748.31-96.99104.56-22.48-22.34-62.1746.99-23.71-23.290.4300.4460.1240.1110.38403980.1070.1200.4320.4481-101.86101.86-52.9352.9343.8045.4312.63-5.43-18.79-19.47-5.24-6.35-22.87-23.7122.26-2.726.32-9.54-3.18-2.62-11.62-8.40-8.71-2.420.712.462.550.681.716.156.3857.6636.72-94.37103.46-25.87-16.92-60.6745.67-28.34-17.33A18.36B-8.46E-8.675.3.4风风荷载作用用下框架内内力计算求风荷载标准值值（表5-5）其中，表5-5层次Z(m)(kN/)(kN/)A（）(kN)71.11.3311.4340.330.67739.526.7461.11.3251.3350.330.63032.420.4151.11.3211.2670.330.59832.419.3841.11.3171.1750.330.55432.417.9731.11.3131.0750.330.50732.416.4421.11.390.960.330.45332.414.6811.11.350.800.330.37832.912.42图5-16表5-6各柱剪剪力(kN)层次柱列7（V）654321E6.0810.7215.1219.2022.9426.2829.1B13.3723.4333.2742.2550.4757.8164.02A7.2912.9518.1423.0527.5331.5334.92利用反弯点法求求弯矩，弯弯矩图如下下图5-165.4横向框架架内力组合合5.4.1横向向框架梁的的内力组合合在恒载和活载作作用下，跨跨间Mvmaxx可近似取取跨中的M代表。Mvvmaxqql2－式中：M左、MM右——梁左、右右端弯矩在竖向荷载与地地震力组合合时，跨间间最大弯矩矩MGE采用数数值法计算算。本方案考虑了三三种内力组组合，即1.2SSGk+1..4SQkk，1.355SGkk+1..0SQQk及1.2SGE++1.3SSEk。考虑到钢筋混凝凝土结构具具有塑性内内力重分布布的性质，在在竖向荷载载下可以适适当降低梁梁端弯矩，进进行调幅（调调幅系数取取0.8），以减减少负弯矩矩钢筋的拥拥挤现象。ηvb梁端剪力增增大系数，二二级取1.2。各层梁的内力组组合和梁端端剪力调整整结果如下下表每层梁取六个控控制截面，见见图6-177图5-17梁控控制截面示示意图表5-7梁内力组组合表层次位置内力荷载类型竖向荷载组合竖向荷载与地震力组合(只只取最大值值)恒载=1\*GB3①活载=2\*GB3②地震荷载=3\*GB3③1.2=1\*GB3①＋1..4=2\*GB3②1.2（=1\*GB3①＋00.5=2\*GB3②）±1.3=3\*GB3③7A右M-155.22-21.76±152.288-216.733-216.733V125.9213.4526.1187.64169.93B左M-226.03-23.0582.65-312.95-238.97V-141.65513.7326.1206.52-189.200B右M-197.077-12.55±120.211-231.78-254.055V104.868.8036.33176.69138.15E左M-123.84410.12152.28-162.8-134.444V-85.34-8.15-36.33-153.277-113.822跨中MDJ110.397.67143.21MJK17.364.5627.226A右M-212.67-95.17±165.12-386.37-388.444V148.766.9631.13222.02258.79BM-232.722-103.76115.07-440.366-134V153.1668.8631.13247.37280.20B右M-156.5-60.51±183.03-264.04-272.511V116.2744.2846.42204.51201.52E左M-125.988-45.84165.12-186.866-86.86V-108.133-40.446.42-186.322-186.322跨中MA78.3253.32147.30MJK37.0526.1681.115A右M-206.42-97.03±244.566-372.91-383.555V147.4266.8343.83230.97270.47B左M-236.97-105.6149.91-396.27-136.52V154.4468.7343.83311.87281.55B右M-157.09-61.27±263.511-247.75-274.299V116.3944.0367.74213.39201.31E左M-122.644-46.99244.56-201.388-81.38V-108.211-40.2467.74-186.199186.16跨中MDJ79.3351.47167.25MJK38.4725.2581.514A右M-204.477-97.03±290.522-388.99-381.211V147.4066.8356.32239.84270.43B左M-236.077-105.6216.35-396.204-135.44V154.4268.7356.32240.28281.51B右M-155.255-61.27±310.122-230.111-272.088V116.3244.0380.09213.39201.25E左M-125.399-46.99290.52-214.922-84.92V-108.166-40.2480.09-186.166-186.166跨中Mcd80.7851.47168.99Mde38.3325.2581.353A右M-203.82-97.03355.28-369.12-380.433V147.4066.8370.06244.36270.43B左M-236.02-105.6275.22-394.96-135.42V154.4268.7370.06241.83281.51B右M-155.25-61.27375.34-219.69-272.188V166.3244.0397.42233.39201.21E左M-124.711-46.99355.28-204.922-84.92V-108.166-40.2497.42-186.166186.16跨中Mcd80.7851.47168.99Mde38.7625.2581.352A右M-203.82-97.03371.34-330.56-380.433V147.4066.8373.94239.77270.43B左M-236.02-105.6294.08-417.02-135.42V154.4268.7373.94142.51281.51B右M-155.25-61.27392.15-262.2-272.188V166.3244.03101.80233.39201.25E左M-124.711-46.99371.34-224.922-84.92V-108.166-40.24101.80-186.166186.16跨中Mcd80.7851.47168.99Mde38.7625.2581.351A右M-207.11-94.37386.98-343.12-380.655V148.1966.9074.26239.38271.49B左M-231.81-103.46281.35-392.89-133.33V153.6768.9274.26243.25280.89B右M-157.51-60.67326.76-243.09-273.955V117.0144.3395.17203.39202.47E左M-121.455-45.67386.98-201.800-81.80V-107.399-40.3495.17-185.344-185.344跨中Mcd81.5253.87173.24Mde38.8326.2183.29①表中弯矩单位为为KN·m，剪力单单位为KN；②表中跨中组合弯弯矩未填处处未跨间最最大弯矩发发生在支座座处，其值值与支座正正弯矩组合合值相同。5.4.2框架架柱内力组组合框架柱取取每层柱顶顶和柱底两两个控制截截面表5-8A柱内内力组合表表层次位置内力荷载类型竖向荷载组合竖向荷载与地震力组合恒载=1\*GB3①活载=2\*GB3②地震荷载=3\*GB3③1.2=1\*GB3①＋1..4=2\*GB3②1.2（=1\*GB3①＋00.5=2\*GB3②）±1.3=3\*GB3③(只取取最大值)7柱顶M123.849.37152.28163.4352.9N200.1415.0336.33325.33396.13柱底M-72.75-7.7916.92-116331.8N225.615.0336.33350.12466.446柱顶M53.228.89148.290.03362.14N443.635.5784.75566.03635.37柱底M-61.32-8.1049.4-117.76354.71N470.1235.5784.75617.45716.795柱顶M61.326.84195.16112.53378.25V687.1447.58101.06825.27903.36柱底M-62.48-6.8783.64-113.56369.12N701.3547.58101.06905.96984.054柱顶M63.116.87206.88114.53377.56N930.6364.94232.581369.2661309.377柱底M-61.73-6.85137.92-112.56367.87N956.1464.94232.581420.7551380.6663柱顶M62.985.67217.36113.79387.27N1174.12267.77330.001702.9771703.777柱底M-61.99-6.06177.84-112.56384.07N1198.17767.77330.001765.1882035.8552柱顶M61.8711.94193.5112.32353.60N1417.611135.42431.801961.2772357.166柱底M-69.70-11.71236.5-118.06346.40N1441.544135.42431.802022.7552488.6661柱顶M51.754.86150.48101.2872853N1660.33158.34526.972342.2772905.266柱底M-24.27-2.43477.52-53.39738.17N1684.244158.34526.972412.2772994.377表5-9B柱内内力组合表表层次位置内力荷载类型竖向荷载组合竖向荷载与地震力组合恒载=1\*GB3①活载=2\*GB3②地震荷载=3\*GB3③1.2=1\*GB3①＋1..4=2\*GB3②1.2（=1\*GB3①＋00.5=2\*GB3②）±1.3=3\*GB3③7柱顶M-28.57-9.79202.8664.7303.88N349.1622.5326.1325.33396.13柱底M35.3110.573.62-57.1331.8N421.222.5326.1350.12466.446柱顶M-40.91-17.98224.489