开发区人民医院门诊部大楼设计

吴鹏西安开发区人民医院门诊部大楼设计开发区人民医院门诊部大楼设计摘要此次的设计课题是西安开发区人民医院门诊部大楼的设计，设计内容包含建筑设计和结构设计两个部分。该建筑结构采用钢筋混凝土框架结构，该建筑主体为五层，总建筑面积约为8600m2，设计层高3.6m，建筑设计高度为19.200m，设计使用年限为50年。设计内容包含了建筑的平面、立面及剖面设计。结构计算中荷载考虑了竖向荷载中的恒荷载、活荷载和水平方向荷载中的地震作用，并将水平的荷载分配到结构框架上，手算采用弯矩二次分配法和D值法对活荷载和恒荷载作用下构件的内力进行计算，并对一榀框架进行了内力组合、截面设计及配筋。手算过程中借助了excel、word等相关软件，来进行数据的计算和整理。最后，采用PKPM软件进行电算，并与手算的结果做对比，根据电算结果对手算配筋结果加以修改，最后借助相关软件绘制出各楼层梁、板、柱的底层和标准层的配筋图以及基础和楼梯的结构施工图。关键词：门诊楼、框架结构、结构设计、建筑设计ABSTRACTThedesignofthisprojectisthedesignoftheoutpatientdepartmentbuildingofthepeople'sHospitalofXi'anDevelopmentZone.Thestructureofthebuildingadoptsreinforcedconcreteframestructure,themainbodyofthebuildingisfivestories,thetotalbuildingareaisabout8600m2,thedesignfloorheightis3.6m,thedesignheightofthebuildingis19.200m,50years.Thedesigncontentsincludetheplane,elevationandsectiondesignofthebuilding.Duringthestructuralcalculation,theloadtakesintoaccounttheconstantload,theliveloadandtheseismicactioninthehorizontaldirectionloadintheverticalload,anddistributesthehorizontalloadtothestructuralframe.ThebendingmomentsecondarydistributionmethodandtheDvaluemethodareusedtocalculatetheinternalforceofthemembersundertheactiveloadandtheconstantload,andtheinternalforcecombination,crosssectiondesignandreinforcementofaframearecarriedout.Handcalculationprocesswiththehelpofexcel、wordandotherrelatedsoftware,datacalculationandcollation.Finally,thePKPMsoftwareisusedtocalculatethecomputer,andcomparedwiththeresultofmanualcalculation,accordingtotheresultofcomputercalculation,thereinforcementresultsaremodified,andfinally,withthehelpoftherelevantsoftDrawouteachfloorbeam,plate,columnofthebottomandstandardfloorofthereinforcementdrawingandtheconstructionofthefoundationandstaircaseconstructiondrawings.KEYWORDS:Outpatientbuilding,framestructure,structuraldesign,architecturaldesign.目录TOC\o"1-3"\h\u169151建筑说明 ii图2-1结构平面布置图3方案选型与结构布置3.1确定梁柱截面尺寸本工程采用现浇钢筋混凝土梁板结构。考虑次梁作用，区格板的边长比3.9/3.9=1＜2，按双向板计算，楼板厚应大于等于L/40=3900/40=93，所以板厚取100mm。梁截面高度按跨度的1/18~1/10估算，梁截面尺寸见下表4-1。表4-1梁截面尺寸楼层混凝土强度等级跨度主梁次梁1C407800×7800300×800300×6002~5C307800×7800300×700300×600柱截面尺寸由式（4-1）和式（4-2）估算。各层的重力荷载可近似取gE=14kN/m2,边柱及中柱的负载面积分别为F=7.8×3.9m2和F=7.8×（1.35+3.9）m2。边柱Ac===193243mm2（4-1）中柱Ac===260136mm2（4-2）柱采用截面为正方形，则柱截面尺寸分别为440mm和510mm。按轴压比确定的柱截面尺寸较小。为满足水平地震作用下框架侧移刚度的要求，取柱截面尺寸为600×600mm。3.2一榀框架计算简图横向框架的计算简图如图3-1。五层框架结构柱截相同轴线重合，取形心作为框架柱的轴线；轴线取在板底处，2~5层柱的计算高度取层高3.6m，底层柱高取4.6m。图3-1框架计算简图4荷载计算4.1荷载分类4.1.1屋面荷载屋面恒载按照构造做法计算，计算结果见下表4-1。计算框架结构在竖向荷载作用下的内力时，屋面活载应取均布活载与雪载两者之间的较大值，上人屋面取2.0kN/m2，上人屋面取0.50kN/m2。抗震计算时，计算屋面重力荷载代表值时不考虑屋面活荷载，取雪载0.25kN/m2。表4-1屋面恒载计算表名称及部位用料做法厚度(mm)容重(kN/m3)重量(kN/m2)恒荷载标准值非上人屋面高聚物改性沥青防水卷材30.105.401:3水泥砂浆找平层20200.40聚苯保温板1003.00.301:8水泥膨胀珍珠岩找1%坡，最薄处不小于20100151.501:3水泥砂浆找平层20200.40钢筋混凝土楼板100252.50板底吊顶0.204.1.2楼面恒载和活载楼面恒载按照构造做法计算，计算结果见下表4-2。楼面活荷载：办公室及卫生间：2.0kN/m2；走廊：2.5kN/m2；屋顶设备用房：7.0kN/m2。表4-2楼面恒荷载计算表名称及使用部位用料做法厚度（mm）容重（kN/m3）重量（kN/m2）恒荷载标准值铺地砖楼面（各科室房间）（厚30mm）10厚地砖铺平拍实，水泥浆擦缝10200.203.3020厚1:4干硬性水泥砂浆结合层20200.40钢筋混凝土楼板100252.50板底轻钢龙骨吊顶0.20花岗石楼面(走廊)（厚50mm）20厚花岗石板铺平拍实，水泥浆擦缝20280.563.8630厚1:4干硬性水泥砂浆结合层30200.60钢筋混凝土楼板100252.50板底轻钢龙骨吊顶20200.20铺地砖防水楼(卫生间)（厚102mm）10厚地砖铺平拍实，水泥浆擦缝10200.205.2525厚1:4干硬性水泥砂浆结合层25200.5015厚水泥砂浆找平层15200.3050厚C15细石砼找坡，最薄处不小于3050251.25钢筋混凝土楼板100252.50板底吊顶0.504.1.3楼梯间荷载恒载：水磨石地面30厚0.65×(0.3+0.15)/0.3=0.98kN/m2楼梯踏步板140厚(0.14/0.894+0.15/2)×25=4.80kN/m2板下抹灰20厚0.02×17/0.894=0.38kN/m2合计：6.80kN/m2活载：3.50kN/m24.1.4墙体荷载1.外墙240厚水泥空心砖0.24×9.6=2.31kN/m220厚内侧抹灰0.02×20=0.4kN/m26厚水泥砂浆找平0.30kN/m260厚GRC保温材料（A型外贴聚苯板外墙外保温）0.30kN/m210厚面砖，5厚1:1水泥砂浆粘贴0.21kN/m2合计3.52kN/m2无门窗：3.52×（3.6-0.8）=9.86kN/m有门窗：9.86×0.8=7.88kN/m2.内墙240厚水泥空心砖0.24×9.6=2.31kN/m220厚双面抹灰0.02×20×2=0.8kN/m26厚水泥砂浆找平0.30kN/m2合计3.41kN/m2无门窗：3.41×（3.6-0.8）=9.55kN/m有门窗：9.55×0.8=7.64kN/m3.女儿墙构造同外墙1.2×3.52=4.23kN/m4.2重力荷载代表值计算本工程由三部分组成，计算书选取主要结构进行结构计算。梁自重、柱自重、板自重、墙体自重计算结果见下表4-3、4-4、4-5、4-6、4-7。各层的重力荷载代表值计算结果见表4-8。将表中恒载与活载计算结果，可得框架单位面积的重量为w=13.06kN/m2，初选柱截面尺寸时取w=14kN/m2大于计算结果，说明初始选择是合理的。表4-3梁自重计算表格层层次构件b×h(mm×mm)γ（kN/m3）li（m）N(根)Gi（kN）ΣGi（kN）第1层梁1300×800267.84448.6722141.568梁2300×800262.7816.848134.784梁3300×600267.81436.504511.056梁4300×600262.7612.63675.816梁6300×600263.9218.25236.504表4-4梁自重计算表格第2-5层梁1300×700267.84442.5881873.872梁2300×700262.7014.7420梁3300×600267.81436.504511.056梁4300×600262.71412.636176.904梁6300×600263.9218.25236.504表4-5柱的自重计算表格层次构件b×h(mm×mm)γ（kN/m3）li（m）N(根)Gi（kN）ΣGi（kN）1柱600×600264.63243.061692.802柱600×600263.63233.701468.803柱600×600263.63233.701468.804柱600×600263.63233.701468.805柱600×600263.63233.701468.80表4-6板自重计算表格层数构件板均布自重（kN/m2）长度（m）宽度（m）面积（m2）板重（kN）Σ（kN）1-4卫生间板5.256.07.8140.40737.103571.97走廊板3.8654.842.7148.07571.55楼梯板7.707.83.930.42234.23科室楼板3.307.87.8838.242766.195屋面板5.4054.8418.541016.735490.345490.34表4-7墙体自重层数荷载（kN/m）长度（m）墙重（kN）Σ（kN）19.86003324.407.88109.20860.509.55226.202463.907.64002-49.86003504.907.88109.20860.509.55276.902644.407.640054.23109.68463.95463.95表4-8各层重力荷载代表值计算（kN）楼层楼板柱梁墙活载重力荷载代表值13571.971692.802899.733324.402033.4612505.112-43571.971468.802598.333324.402033.4612193.4055490.341468.802598.33463.95508.3713275.615框架结构侧向刚度及侧向刚度比验算5.1刚度计算5.1.1框架梁的惯性矩及线刚度先计算矩形截面梁的惯性矩然后考虑楼板的翼缘效应，将梁惯性矩乘以增大系数，即边梁取Ib=1.5I0，中间梁取Ib=2I0，其中，(5-1)再求框架梁的线刚度(5-2)计算结果见表5-1。5.1.2框架柱的惯性矩及线刚度(5-3)(5-4)计算结果见表5-2。5.1.3框架柱的抗侧刚度各层框架柱的抗侧刚度计算见表5-3、5-4、5-5。表5-1梁的线刚度计算方向层号梁号bhI0IbEclib=ECIb/l(mm)(mm)(×10-2m4)(×10-2m4)（×107kPa)(m)(105kN·m)横向1BL13008001.28001.92003.257.80.8000BL23006001.28001.92003.252.72.3111ZL13008001.28002.56003.257.81.0667ZL23006001.28002.56003.252.73.08152-5BL13007000.85751.286337.80.4847BL23006000.54000.810032.70.9000ZL13007000.85751.715037.80.6596ZL23006000.54001.080032.71.2000表5-2柱的线刚度计算层砼b(mm)hb(mm)Ic(×10-2m4)Ec(×107kPa)h(m)ic=EcIc/h(105kNm)1C406006001.083.254.60.76302-4C306006001.0833.60.90005C306006001.0833.60.9000表5-3首层框架柱的抗侧刚度柱的类型根数K=ibj/iCc=(0.5+K)/(2+K)D=c·12ic/h2(105kN/m)D(105kN/m)横向边框架边柱41.04850.50800.21989.2280边框架中柱44.07750.75320.3259中框架边柱122.39800.55850.2417中柱架中125.43670.79830.3454表5-4二层框架柱的抗侧刚度柱的类型根数K=ibj/（2iC)c=K/(2+K)D=c·12ic/h2(105kN/m)D(105kN/m)横向边框架边柱40.71930.26450.220412.2264边框架中柱42.50320.55590.4632中框架边柱120.95910.32410.2700中框架中柱123.33770.62530.5210表5-5三层至五层框架柱的抗侧刚度柱的类型根数K=ibj/(2iC)c=K/(2+K)D=c·12ic/h2(105kN/m)D(105kN/m)横向边框架边柱40.54970.21570.17969.9364边框架中柱41.54970.43660.3638中框架边柱120.73290.26820.2235中框架中柱122.06620.50810.42345.2.1横向框架侧向刚度比验算由表6-3、6-4可知，每层框架总侧向刚度和。ΣD5=993640N/mmΣD4=9936400N/mmΣD3=993640N/mmΣD2=122640N/mmΣD1=922800N/mm楼层相邻上部楼层侧向刚度比应按照公式（5-5）计算。（5-5）验算结过见表5-6。表5-6楼层与上部相邻楼层的侧向刚度比验算层次12345Di9228001222640993640993640993640Di-1/Di0.751.230511—各相邻楼层侧向刚度比均大于0.7,且与上部相邻三层侧向刚度比的平均值大于0.8，符合要求。6横向水平地震荷载计算6.1自振周期及剪重比验算6.1.1自振周期将集中在各层楼面处的重力荷载代表值Gi作为水平荷载作用于框架，计算出框架的层间位移可求得结构的顶点假想位移。由表6-5可得各层的侧向刚度∑Di，由表5-7可得Vi=Gi。则由公式（6-1）可得各层间侧移Δui(6-1)一至五层计算结果见表6-1。表6-1结构顶点位移计算楼层Gi（kN）∑Gi（kN）∑D(N/mm)ui—ui—1=∑Gi/∑D（m）ui（m）513275.6113275.619936400.0133605830.189788634412193.4025469.019936400.0256320300.176428051312193.4037662.419936400.0379034760.150796021212193.4049855.8112226400.0407771790.112892545112505.1162360.929228000.0675779370.072115366由表6-1得=0.1898，框架结构的周期折减系数取1，则由公式（6-2）得=1.7==0.74s（6-2）6.1.2水平地震作用及剪重比验算总重力荷载代表值：13275.61+12193.40+12193.40+12193.40+12505.11=62360.92kN查规范可得场地特征周期=0.45，水平地震影响系数最大值。由于=0.63，故可知+0.01=0.0692可得结构底部剪力为：由公式（6-3）可得各层楼盖标高处的水平地震作用；0.9308（6-3）(6-4)(6-5)由公式（6-4）可得各楼层地震剪力标准值，根据上式计算所得的的楼层地震剪力标准值应满足式（6-5）剪重比验算的要求，由s查规范可得为0.032。具体计算过程及结果如表6-2。表6-2框架各层横向地震作用及楼层地震剪力楼层Hi(m)Gi(m)HiGi(m)HiGi/∑HiGiFi(kN)Vi(kN)51913275.61252236.590.340221373.1361373.136424.820415.412193.40187778.360.253271022.2352395.370815.008311.812193.40143882.120.19407783.2713178.6421205.19728.212193.4099985.880.13486544.3073722.9491592.38614.612505.1157523.510.07759313.1494036.0981995.5496.2地震作用下框架侧移验算根据图3-3所示水平地震作用，按式（6-6）计算层间剪力，再按式（6-7）计算框架结构的层间位移，计算结果见表6-3。（6-6）（6-7）表6-3水平地震作用下的位移验算楼层Vi(kN)∑Di(N/mm)Δui(mm)hi(mm)θe=Δui/hi51373.1369936401.38236001/260542395.3709936402.41136001/149333178.6429936403.19936001/112523722.94912226403.04536001/118214036.0989228004.37446001/1051按规范要求，在水平地震作用下，框架结构的层间位移角应小于1/550，由表6-3可知，各层层间位移角均小于1/550，满足要求。6.3地震作用下框架结构内力计算取一榀横向中框架来计算，按公式（7-8）计算柱端剪力，再按公式（7-9）计算柱端弯矩。因为结构对称，所以只需计算一根边柱和一根中柱的内力，计算过程见表7-5。(6-8)(6-9)(6-10)表6-5横向框架柱柱端y计算层号反弯点相对高度yKy0y1y2y3y5边柱0.73290.350000.35中柱2.06620.450000.454边柱0.73290.400000.40中柱2.06670.450000.453边柱0.73290.450000.45中柱2.06620.500000.502边柱0.95910.500000.50中柱3.33770.500000.501边柱1.39800.610000.61中柱5.43670.550000.55表6-4水平地震作用下中框架柱端弯矩计算楼层层高（m）Vi(kN)Di(N/mm)边柱Di1Vi1y53.6178.791293802235030.890.3533.3677.8443.6311.901293802235053.880.4077.59116.3833.6413.891293802235071.500.45115.83141.5723.6481.721582002700083.220.61164.78134.8214.6513.5711742024170105.710.50296.62189.64续表6-4水平地震作用下中框架柱端弯矩计算楼层层高（m）Vi(kN)Di(N/mm)中柱Di1Vi1y53.6178.791293804234058.510.4594.79115.8543.6311.9012938042340102.070.45165.35202.1033.6413.8912938042340135.450.50243.81243.8123.6481.7215820052100158.640.50296.97274.1314.6513.5711742034540151.070.55382.21312.71注：表中剪力V的单位是kN；弯矩M的单位是kN﹒m。梁端弯矩按公式（6-10）计算，然后由平衡条件求出梁端剪力，再由梁端剪力逐层计算柱轴力，计算过程见表6-5。(6-10)（6-11）（6-12）表6-5水平地震作用下框架梁端弯矩、剪力计算楼层边梁走道梁Mbl(kN•m)Mbr(kN•m)l(m)Vb(kN)Mbl(kN•m)Mbr(kN•m)l(m)Vb(kN)577.8441.097.8-15.2574.7674.762.7-55.384149.74105.317.8-32.70191.58191.582.7-141.913219.16145.137.8-46.70264.03264.032.7-195.582250.65183.717.8-55.69334.23334.232.7-245.581354.42156.787.8-65.53452.90452.902.7-335.48续表6-5水平地震作用下轴力计算层号12345中柱-761.96-488.11-298.22-149.34-40.13边柱-215.87-150.34-94.65-47.95-15.25左震，框架的内力图见图6-1、图6-2、图6-3。右震，内力大小相同，方向相反。图6-1横向框架柱弯矩图图6-2横向框架梁柱轴力及梁端剪力图6-3横向框架梁弯矩图7竖向荷载作用下框架的内力计算7.1计算单元取中框架进行计算。因楼面荷载分布均匀，所以取两轴线中线间的长度作为计算单元宽度，计算简图如下图7-1。图7-1计算单元简图梁和板采用整体现浇，各区板均按双向板考虑，由此可得传递给横梁的楼面荷载分布为梯形和者三角形，计算范围内的其它楼面则以集中力的形式传递到框架柱上。因纵向框架梁和框架柱的中心线部重合，因此在框架节点上还有集中力矩。框架横梁自重和作用于横梁上的墙体自重都按均布荷载考虑。7.2荷载计算7.2.1恒载计算1）屋面恒载（即五层楼板）图7-2恒载作用示意图如图7-2所示，、为横梁（此处计算横梁自重应除去楼板厚度）和墙体自重之和，由表4-4相应数据带入计算可得：=4.68kN/m，=3.9kN/m。、为板自重传给横梁的梯形和三角形荷载峰值，由图7-2可得：=5.40×3.9=21.06kN/m，=5.40×2.7=14.58kN/m。、、、是通过纵梁传给柱的板、次梁、纵梁自重以及女儿墙自重所产生的集中荷载和集中力矩。建筑外纵梁外侧与柱外侧平齐，内纵梁走道一侧与柱走道一侧平齐。由图7-2可得：0.6/2－0.3/2=0.15m，=190.96×0.15=28.64kN•m0.6/2－0.3/2=0.15m，265.54×0.15=39.83kN•m2）楼面恒载=3.3×3.9=12.87kN/m，=3.86×2.7=10.42kN/m一层：=15.01kN/m，=6.24kN/m二至四层：=14.23kN/m，=4.68kN/m二至四层集中荷载与集中力矩：0.6/2－0.3/2=0.15m，=212.97×0.15=31.95kN•m=221.75kN0.6/2－0.3/2=0.15m，221.75×0.15=33.26kN•m一层集中荷载与集中力矩：0.6/2－0.3/2=0.15m，=219.05×0.15=32.86kN•m=227.83kN0.6/2－0.3/2=0.15m，227.83×0.15=34.17kN•m7.2.2活载计算如图7-3所示，、分别为板传给横梁的梯形和三角形分布荷载峰值，由图7-3可得：图7-3活载作用示意图1）屋面活载（即五层楼板）=0.5×3.9=1.95kN/m，=0.5×2.7=1.35kN/m=9.33×0.15=1.40，=13.68×0.15=2.052）楼面活载=2.0×3.9=7.80kN/m，=2.0×2.7=5.40kN/m=37.30×0.15=5.60，=54.72×0.15=8.21由以上计算结果可得，各层框架梁上的竖向荷载标准值计算结果见下表7-1。表7-1框架梁上竖向荷载标准值计算结果楼层12345恒载15.0114.2314.2314.235.466.244.684.684.684.6812.8712.8712.8712.8721.0610.4210.4210.4210.4214.58219.05212.97212.97212.97190.96227.83221.75221.75221.75224.2432.8631.9531.9531.9528.6434.1733.2633.2633.2639.83活载7.807.807.807.801.955.405.405.405.401.3537.3037.3037.3037.309.3354.7254.7254.7254.7213.685.605.605.605.601.408.218.218.218.212.057.3内力计算因为该建筑因结构和荷载均对称，所以取对称轴一侧的一品框架框架作为计算对象，中间跨梁取为竖向滑动支座，如图7-4所示。采用弯矩二次分配法计算杆端弯矩。杆端弯矩和杆端剪力以使杆件顺时针旋转为正值，节点弯矩以绕节点逆时针旋转为正值，轴力以受压为正值。7.3.1计算固端弯矩现在以第1层的边跨梁和中跨梁为例来说明杆件固端弯矩的计算方法。恒载作用下固端弯矩计算对于梯形荷载(7-1)边跨梁的固端弯矩为中间跨梁的固端弯矩为活载作用下固端弯矩计算中间跨梁的固端弯矩为荷载作用下各层框架梁端弯矩分别见表7-2和7-3。表7-2恒载作用下框架梁固端弯矩（kN·m）层号AC跨CD跨DE跨MACMCAMCDMDCMDEMED1-134.21134.21-7.757.75-134.21134.212~4-130.26130.26-6.066.06-130.26130.265-134.46134.46-8.378.37-134.46134.46表7-3活载作用下横向框架梁固端弯矩（kN·m）层号AC跨CD跨DE跨MACMCAMCDMDCMDEMED1-35.2235.22-2.052.05-35.2235.222~4-35.2235.22-2.052.05-35.2235.225-8.818.81-0.510.51-8.818.817.3.2确定各节点处的分配系数(7-2)其中，Sik为节点k第i根杆件的转动刚度，为节点k各杆件转动刚度的和。转动刚度的计算方法如下：梁柱节点处按刚接计算，当杆件的另一端为刚节点时，第j根杆件的转动刚度为Sj=4i；当杆件的另一端取为定向支座时，第j根杆件的转动刚度为Sj=2i，i为线刚度；传递系数取0.5。现以一层框架边柱节点A及中柱节点C来说明如何计算节点处的分配系数:======其它节点具体计算方法相同，计算结果及用弯矩二次分配法计算竖向荷载作用下框架弯矩值见表7-4、7-5。图7-4用弯矩二次分配法计算竖向恒载作用下框架弯矩图7-5用弯矩二次分配法计算竖向活载作用下框架弯矩图7-6竖向恒载作用下框架的弯矩图图7-7竖向活载作用下框架的弯矩图7.3.3梁剪力和柱轴力计算梁柱剪力按照平衡条件进行计算；柱轴力按节点处平衡条件进行计算。现在以第5层框架梁和框架柱为例来说明如何计算梁端剪力和柱轴力的计算方法。1）梁端剪力计算恒载作用下，弯矩引起的剪力计算如下：AC跨：CD跨：梁荷载引起的剪力：AC跨：CD跨：总剪力：AC跨：82.66-2.84=79.82kN-82.66-2.84=-85.5kNCD跨：16.16kN活载作用下，梁端弯矩引起的剪力计算如下：AC跨：CD跨：梁荷载引起的剪力：AC跨：CD跨：总剪力：AC跨：5.70+0.1=5.80kN-5.70+0.1=-5.60kNCD跨：0.91kN2）柱轴力计算恒载作用下，第5层边柱的轴力：上端的轴力：190.96+79.82=270.78kN下端的轴力（加入柱自重）：270.78+33.70=304.48kN第5层中柱的轴力：上端的轴力：224.24+85.50+16.16=325.90kN下端的轴力（加入柱自重）：325.90+33.70=359.60kN活载作用下，第5层边柱的轴力：9.33+5.49=15.03kN第5层中柱的轴力：13.68+5.60+0.91=20.19kN其余各层计算结果见表7-4、7-5、7-6。表7-4框架梁端弯矩及弯矩引起的剪力楼层恒载AC跨CD跨AC跨CD跨5-105.64127.78-34.85-2.8404-124.10127.73-20.32-0.4703-120.74126.73-21.23-0.7702-120.40125.94-21.93-0.7101-108.74129.31-43.27-2.640楼层活载AC跨CD跨AC跨CD跨5-8.539.11-1.67-0.2104-31.2834.02-6.74-1.0103-32.1634.53-6.28-0.8802-30.0234.31-6.48-1.5901-26.5334.23-4.85-2.850表7-5框架梁端剪力楼层荷载引起的剪力弯矩引起的剪力总剪力AC跨CD跨AC跨CD跨AC跨CD跨恒载582.6616.16-2.84079.82-85.5016.16493.1413.35-0.47092.67-93.6113.35393.1413.35-0.77092.37-93.9113.35293.1413.35-0.71092.43-93.8513.35196.1815.46-2.64093.54-98.8215.46活载55.700.91-0.2105.49-5.915.70422.823.65-1.01021.81-23.833.65322.823.65-0.88021.94-23.703.65222.823.65-1.59021.23-24.413.65122.823.65-2.85019.97-25.673.65表7-6框架柱轴力楼层柱顶集中力柱轴力A柱C柱A柱C柱恒载5190.96224.24270.78304.48325.90369.604212.97221.75610.12643.82698.31732.013212.97221.75949.16982.861061.021094.722212.97221.751288.261321.961423.671457.371219.05227.831634.551677.611799.481842.54活载59.3313.6814.8214.8225.2925.29437.3054.7273.9373.93107.49107.49337.3054.72133.17133.17189.56189.56237.3054.72191.70191.70272.34272.34137.3054.72248.97248.97356.38356.387.4侧移二阶效应计算按下式（7-3）验算是否需要考虑侧移二阶效应的影响，计算结果见表7-7。由计算结果可得，每层都满足下式要求，所以本工程的框架结构不考虑侧移二阶效应的影响。(7-3)由表7-7的数据结果可知，各层均满足上式要求，因此本框架结构不必考虑侧移二阶效应的影响。表7-7二阶效应验算楼层层高恒载轴力标准值活载轴力标准值Gi（kN)Gi/hi20Gi/hi∑Di(N/mm)A柱C柱A柱C柱53.6304.48369.6014.8225.29865.05240.294805.806469043.6643.82732.0173.93107.491904.98529.1610583.206469033.6982.861094.72133.17189.562945.66818.2416364.86469023.61321.961457.37191.70272.343986.251107.2922145.807910014.61677.611842.54248.97365.385084.271105.2722105.40587108内力计算8.1梁控制截面内力标准值表8-1是框架的梁在恒载和活载标准值以及水平地震的作用下，支座中心处和支座边缘处的梁端弯矩值和剪力值，支座中心处的弯矩M和剪力V由自表7-4、7-5、7-6得；柱边缘处的弯矩Mb和剪力Vb可近似按下式来计算。在均布荷载作用下：（8-1）（8-2）在三角形荷载作用下：（8-3）（8-4）在地震作用下：（8-5）—柱截面高度；—支座中心至支座边缘的距离；—梯形荷载中三角形荷载分布长度。计算框架梁支座边缘处内力时，全楼边柱轴线至梁支座边缘的距离等于0.6/2=0.3m，现给出第五层梁端内力组合计算过程。恒载作用下第五层AC跨梁A支座边缘处内力：第五层AC跨梁C支座边缘处内力：第五层CD跨梁C支座边缘处内力：活载作用下第五层AC跨梁A支座边缘处内力：第五层AC跨梁C支座边缘处内力：第五层CD跨梁C支座边缘处内力：地震荷载作用下第五层AC跨梁A支座边缘处内力：第五层AC跨梁C支座边缘处内力：第五层CD跨梁C支座边缘处内力：框架的梁端控制截面内力标准值见表8-1。表8-1框架梁端控制截面内力标准值楼层截面恒载内力活载内力地震内力支座中心线支座边缘支座中心线支座边缘支座中心线支座边缘支座MVMVMVMVMMV5A-105.6479.82-81.6977.70-8.535.49-6.885.4577.8473.27-15.25Cl127.78-85.50102.13-83.389.11-5.917.34-5.8741.0936.52-15.25Cr-34.8516.16-30.0014.42-1.675.700.045.6774.7658.15-55.384A-124.1092.67-96.3088.10-31.2821.81-24.7421.63149.74139.93-32.70Cl127.73-93.6199.65-89.0434.02-23.8326.87-23.65105.3195.50-32.70Cr-20.3213.35-16.3211.71-6.743.65-5.653.53191.58149.01-141.913A-120.7492.37-93.0387.80-32.1621.94-25.5821.76219.16205.15-46.70Cl126.73-93.9198.56-89.3434.53-23.7027.42-23.52145.13131.12-46.70Cr-21.2313.35-17.2311.71-6.283.65-5.193.53264.03205.36-195.582A-120.4092.43-92.6787.86-30.0221.23-23.6521.05250.65233.94-55.69Cl125.94-93.8597.79-89.2834.31-24.4126.99-24.23183.71167.00-55.69Cr-21.9313.35-17.9311.71-6.483.65-5.393.53334.23260.56-245.581A-108.7493.54-80.6888.74-26.5319.97-20.5419.79354.42334.76-65.53Cl129.31-98.8299.66-94.0234.23-25.6726.53-25.49156.78137.12-65.53Cr-43.2715.46-38.6313.35-4.853.65-3.763.53452.90352.26-335.488.2梁控制截面的内力组合框架梁在非地震设计状况和地震设计状况下的内力组合。框架梁端控制截面内力组合计算结果见表8-3，对应截面的内力标准值来自表8-1。：按永久荷载标准值计算的荷载有效值：使用荷载的荷载效应标准值：有地震作用组合时荷载效应组合设计值：重力荷载代表值产生的荷载效应标准值在抗震设计中，考虑到地震作用的偶然性以及短时性，对承载能力做出相应的调整，调整系数见表8-2。表8-2承载力抗震调整系数材料结构构件受力状态γRE混凝土梁受弯0.75轴压比小于0.15的柱偏压0.75轴压比大于0.15的柱偏压0.80抗震墙偏压0.85各类构件受剪、偏拉0.85内力组合时，竖向荷载作用下的梁支座截面负弯矩乘了调整系数0.8，跨中截面弯矩相应增大。有震组合取；非地震组合取。8.2.1持久状况下梁端界面组合的内力设计值不考虑风荷载的效应组合，按效应组合考虑。8.2.2地震设计状况下梁端界面组合的内力设计值以第一层框架梁为例，计算在或组合项中各个控制截面内力组合值。左震作用：=0.75×[1.0×(0.8+0.5×0.8)+1.3]=0.75×{1.0×[0.8×(－80.68)+0.5×0.8×(－20.54)+1.3×334.76]}=271.82=0.75×[1.2×(0.8+0.5×0.8)+1.3]=0.75×1.2×[0.8×99.66+0.5×0.8×26.53+1.3×137.12]=241.74=0.75×[1.0×(0.8+0.5×0.8)+1.3]=0.75×{1.0×[0.8×(－38.63)+0.5×0.8×（-3.76）+1.3×352.26]}=319.15右震作用：=0.75×[1.2×(0.8+0.5×0.8)－1.3]=0.75×{1.2×[0.8×(－80.68)+0.5×0.8×(－20.54)]－1.3×334.76}=－391.87=0.75×[1.0×(0.8+0.5×0.8)－1.3]=0.75×1.0×[0.8×99.66+0.5×0.8×26.53－1.3×137.12]=－65.94=0.75×[1.2×(0.8+0.5×0.8)－1.3]=0.75×{1.2×[0.8×(－38.63)+0.5×0.8×（－3.76）－1.3×352.26]}=－382.98计算地震设计状况组合时，应该对梁截面组合的剪力值按（8-6）调整：（8-6）边跨：在左震、右震中选择绝对值较大的一组，即：271.82+241.74=513.56梁上荷载设计值：恒载：15.01，12.87；活载：7.80=123.24kN构件受剪承载力计算时应取为0.85，受弯承载力计算时应取为0.75；对一级抗震等级的框架结构，梁端剪力增大系数应取1.2可得：中跨：恒载：6.24，10.42；活载：5.40=17.59kN框架梁端控制截面持久设计内力组合值和地震设计状况的内力组合值分别见表8-3和表8-4。求框架梁跨间最大正弯矩的时候，应该根据梁端截面组合的弯矩设计值和梁上荷载设计值，利用平衡条件来确定。跨中弯矩计算见表8-3。（1）AC跨梁最大跨间正弯矩左震作用由表9-4数据，可得A端及Cl端的弯矩组合值：MA=271.82/0.75=362.43,MC=241.74/0.75=322.32作用于梁上的均布荷载和梯形荷载设计值分别为：=1.2×15.01=18.01,=1.2×(12.87+0.5×7.8)=20.12kN<0所以x出现在AC跨间，梁跨间最大正弯矩不出现在支座边缘处，所以：假定梁间最大弯矩至A端的距离为X,则最大弯矩出剪力应满足：22.55-18.01X-求的X=1.24<1.65与假设相符。梁跨中最大弯矩为Mmax=271.82+22.55×1.24-0.5×1.24×18.01-20.12×1.24/1.65×0.5×1.24/3右震作用MA=－392.77/0.75=－523.69,MC=－65.94/0.75=－87.92作用于梁上的均布荷载和梯形荷载设计值分别为：=1.2×15.01=18.01,=1.2×(12.87+0.5×7.8)=20.12kN>0所以x不在AC跨间，梁跨间最大正弯矩出现在支座边缘处，所以：=MA=87.92CD跨梁最大跨间正弯矩左震作用由表9-4数据，可得A端及Cl端的弯矩组合值：MC=319.15/0.75=425.53,MD=372.62/0.75=496.83作用于梁上的均布荷载和梯形荷载设计值分别为：=1.2×6.24=7.49,=1.2×(10.42+0.5×5.40)=15.744kN<0所以x不在AC跨间，梁跨间最大正弯矩出现在支座边缘处，所以：=MC=425.53右震作用同理可得VE=111.98>0,所以x不在CD跨间，梁跨间最大正弯矩出现在支座边缘处，所以：=MC=425.53荷载作用下跨间最大正弯矩见表8-5。表8-3持久设计状况下框架梁端控制截面内力组合值楼层截面恒载内力活载内力0.8MV0.8MVMV5A-65.3577.70-5.505.45-92.21109.19Cl81.70-83.385.87-5.87115.02-117.20Cr-24.0014.420.0325.67-31.1527.254A-77.0488.10-19.7921.63-129.84146.98Cl79.72-89.0421.50-23.65135.88-151.23Cr-13.0611.70-4.523.53-23.7520.523A-74.4287.80-20.4621.76-127.45146.78Cl78.85-89.3421.94-23.52135.41-151.23Cr-13.7811.71-4.153.53-24.1520.512A-74.1487.86-18.9221.05-124.76145.79Cl78.23-89.2821.59-24.23134.09-152.41Cr-14.3411.71-4.313.53-25.1220.521A-65.5488.74-16.4319.79-108.56145.05Cl79.72-94.0221.22-25.49135.48-160.46Cr-30.9013.35-3.013.53-44.6822.65表8-4地震设计状况下框架梁端控制截面内力组合值楼层截面恒载内力活载内力重力荷载内力SGE=SGk+0.5SQk地震内力SEk1.2SGE±1.3SEk或1.0SGE±1.3SEk左震（→）右震（←）0.8MV0.8MVMVMVγREMγREVγREMγREV5A-65.3577.70-5.505.45-68.1080.4373.27-15.2520.3659.61-132.73105.08Cl81.70-81.385.87-5.8784.64-84.3236.52-15.25111.50110.9327.87-65.47Cr-24.0014.420.0325.67-23.9817.2658.15-55.3838.71-37.89-78.28121.224A-77.0488.10-19.7921.63-86.9498.92139.93-32.7071.2354.78-214.67147.21Cl79.72-89.0421.50-23.6590.47-100.8795.50-32.70178.14148.99-25.26-56.57Cr-13.0611.70-4.523.53-15.3213.47149.01-141.91133.53-168.24-159.07229.703A-74.4287.80-20.4621.76-84.6598.68205.15-46.70136.5336.67-276.21165.49Cl78.85-89.3421.94-23.5289.82-101.10131.12-46.70208.66-167.09-60.48-38.29Cr-13.7811.71-4.153.53-15.8613.48205.36-195.58188.33-242.77-214.50305.082A-74.1487.86-18.9221.05-83.6098.39233.94-55.69165.3910.34-303.33177.33Cl78.23-89.2821.59-24.2389.03-101.10167.00-55.69242.96-179.02-96.05-26.45Cr-14.3411.71-4.313.53-16.5013.48260.56-245.58241.67-342.03-268.89379.051A-65.5488.74-16.4319.79-72.7698.64334.76-65.53271.827.75-392.77191.23Cl79.72-94.0221.22-25.4990.33-106.77137.12-65.53241.74-201.76-65.94-18.28Cr-30.9013.35-3.013.53-32.4115.12352.26-335.48319.15-449.00-372.62535.80表8-5框架梁控制截面内力组合楼层截面1.2SGE±1.3SEk或1.0SGE±1.3SEk左震（→）右震（←）γREMγREVγREMγREVMV5支座A20.3659.61-132.73105.08-92.21109.19Cl111.50110.9327.87-65.47115.02117.20Cr38.71-37.89-78.28121.22-31.1527.25跨中AC68.9427.87123.32CD38.7138.71-9.134支座A71.2354.78-214.6147.21-129.84146.98Cl178.14148.99-25.26-56.57135.88-151.23Cr133.53-168.24-159.07229.70-23.7520.52跨中AC98.68-25.26136.85CD133.53133.533.533支座A136.5333.67-276.21165.49-127.45146.78Cl208.66-167.09-60.48-38.29135.41-151.23Cr188.33-242.77-214.50305.08-24.1520.51AC156.57-60.48143.20CD188.33188.333.132支座A165.3910.34-303.33177.33-127.76145.79Cl242.96-179.02-96.05-26.45134.09-152.41Cr241.67-342.03-268.89379.05-25.1220.52跨中AC189.01-96.05129.20CD241.67241.672.161支座A271.827.75-392.77191.23-108.56145.05Cl241.74-201.76-65.94-18.28135.48-160.46Cr319.15-449.00-372.62535.80-44.6822.65跨中AC285.47-65.94148.30CD319.15319.15-14.91表8-6持久设计状况下框架柱控制截面内力组合值楼层截面A柱C柱5上端M77.007.13110.80-53.10-5.40-77.13N270.7814.82374.24325.9025.29461.61V-35.93-5.09-54.3424.033.8236.97下端M52.3511.2084.86-39.39-8.35-63.73N304.4814.82418.05369.6025.29518.42V-35.93-5.09-54.3424.033.8236.974上端M39.8714.4873.55-34.77-10.71-61.27N610.1273.93904.05698.31107.491069.04V-23.41-7.71-42.0019.695.7634.24下端M44.4013.2877.64-36.12-10.02-61.99N643.8273.93947.86732.01107.491112.85V-23.41-7.71-42.0019.695.7634.243上端M44.4013.2877.64-36.12-10.02-61.99N949.16133.171433.661061.02189.561663.67V-24.79-7.43-43.3720.365.6534.94下端M44.8613.4778.52-37.19-10.32-63.83N982.86133.171477.471094.72189.561707.48V-24.79-7.43-43.3720.365.6534.942上端M43.6012.9476.09-33.56-9.29-57.56N1288.26191.701962.291423.67272.342259.28V-25.81-7.05-44.1318.835.1932.26下端M49.3212.4482.78-34.21-9.39-58.56N1321.96191.702006.101457.37272.342303.09V-25.81-7.05-44.1318.835.1932.261上端M26.528.4847.20-17.67-4.85-30.25N1634.55248..972498.371799.48356.382873.89V-8.65-2.33-14.745.761.589.861下端M13.264.2423.60-8.84-2.43-15.14N1677.61248.972554.351842.54356.382929.87V-8.65-2.33-14.745.761.589.86表8-7框架柱剪跨比与轴压比验算柱号楼层b(mm)h0(mm)fc(N/mm2)Mc(kN﹒m)Vc（kN）N（kN）Mc/Vch0N/fcbhA柱560055014.3197.8786.33393.964.19>20.08<0.65460055014.3207.83102.76879.283.68>20.19<0.65360055014.3245.28127.161382.383.51>20.29<0.65260055014.3280.86143.621896.813.56>20.40<0.65160055019.1404.06149.202443.154.17>20.38<0.65C柱560055014.3247.2886.40426.445.20>20.09<0.65460055014.3319.26105.671011.085.49>20.21<0.65360055014.3378.87148.261647.024.65>20.35<0.65260055014.3452.71180.522335.924.56>20.50<0.65160055019.1515.30188.533153.064.97>20.50<0.658.3柱控制截面内力组合计算（1）持久设计状况柱控制截面为上、下端截面，持久状况的内力组合值见表8-6。表中柱弯矩和柱端剪力均以绕柱端截面顺时针旋转为正；柱轴力以受压为正。（2）地震设计状况以一层A柱在组合项的内力组合为例说明计算方法。左震柱上端：M=1.2×(26.25+0.5×8.48)+1.3×(－189.64)=－209.94N=1.2×(1634.55+0.5×248.97)+1.3×(－215.87)=1830.21柱下端：M=1.2×(13.26+0.5×4.24)+1.3×(－296.62)=－382.21N=1.2×(1677.61+0.5×248.97)+1.3×(－215.87)=1881.88右震柱上端：M=1.2×(26.25+0.5×8.48)－1.3×(－189.64)=283.12N=1.2×(1634.55+0.5×248.97)－1.3×(－215.87)=2391.47柱下端：M=1.2×(13.26+0.5×4.24)－1.3×(－296.62)=404.06N=1.2×(1677.61+0.5×248.97)－1.3×(－215.87)=2443.15其余各层柱内力组合值见表9-6。（3）剪跨比与轴压比验算剪跨比按下式进行验算，取柱上下截面弯矩设计值中较大的，在表8-8中的中选取。由表8-7可知，该建筑各柱剪跨比与轴压比均符合规范要求。表中Vc计算过成如下：恒载作用下：kN同理，活载作用下V=－2.33kN，水平地震作用下V=105.71kNVc=kN其他层的计算结果见表8-7。（4）柱内力设计值调整1）柱端组合弯矩设计值调整柱控制截面地震组合的内力设计值为：为实现强柱弱梁的破坏机构，对一级框架，柱端组合弯矩设计值应按下式进行调整：（8-7）取为1.7，为了避免柱底过早屈服，一级框架底层柱下端截面组合的弯矩设计值乘以增大系数1.7。2）柱端组合剪力设计值调整抗震设计时一级框架柱端组合剪力设计值应按下式进行调整：（8-8）取为1.5，设计中应先调整柱端弯矩，再根据调整后的、计算剪力设计值V。另外，抗震设计时偏心受压构件的承载力抗震调整系数,对剪力取0.85；对轴向压力，当轴压比小于0.15时取0.75，不小于0.15取0.80。以第一层A柱为例说明抗震设计时柱端组合弯矩和组合剪力设计值调整。左震作用下：第一层：柱底M=－367.15柱顶M=－209.94第二层：柱底M=－147.57则第一层梁柱节点处柱端组合的弯矩设计值之和为=－147.57－209.94=－357.51=361.33由于<1.7,则柱端弯矩调整为：第二层柱底M=1.7×(－361.33)×147.57/357.51=－253.55第一层柱顶M=1.7×(－361.33)×209.94/357.51=－360.71故左震时柱端组合弯矩设计值为：第二层柱底：=0.8×(－253.55)=－202.84第一层柱顶：=0.8×(－360.71)=－288.57对第一层柱底弯矩，直接将弯矩设计值乘以增大系数1.7，即M=1.7×(－367.15)=－624.16右震作用下：第一层：柱底M=404.06柱顶M=283.12第二层：柱底M=280.86则第一层梁柱节点处柱端组合的弯矩设计值之和为=283.12+280.86=563.98=－523.69由于<1.5,则柱端弯矩调整为：第二层柱底M=1.7×523.69×280.86/563.98=443.35第一层柱顶M=1.7×523.69×283.12/563.98=446.92故左震时柱端组合弯矩设计值为：第二层柱底：=0.8×443.35=354.68第一层柱顶：=0.8×446.92=357.54对第一层柱底弯矩，直接将弯矩设计值乘以增大系数1.7，即M=1.7×404.06=686.90表8-8地震设计状况下A柱控制截面内力组合的设计值及调整楼层截面内力柱端弯矩1.2SGE±1.3SEk或1.0SGE±1.3SGkγRE梁端弯矩1.2SGE±1.3SEk或1.0SGE±1.3SGk∑Mc=ηc∑MbγRE(∑Mc=ηc∑Mb)∣Mmax∣NMminNNmaxMγREV=γREηvc（Mbc+Mtc）/Hn→←→←→←→←5柱顶M-4.51197.870.7527.15-176.97-3.38148.40148.40-3.38110.80162.30N314.00353.65235.50265.24265.24235.50374.24柱底M26.17112.9161.60171.2946.20128.47128.4746.2084.86N354.57393.96265.93295.47295.47265.93418.054柱顶M-94.76207.830.8094.97-286.22-223.05315.29-178.44252.23252.23-178.4473.55248.15N714.17838.85571.34671.08671.08571.34904.05柱底M-39.62162.12-75.49249.13-60.39199.30199.30-60.3977.64N754.61879.28603.69703.42703.42603.69947.863柱顶M-122.79245.290.80182.04-368.28-233.97376.94-187.18301.55301.55-187.1877.64309.15N1095.851341.94876.681073.551073.55876.681433.66柱底M-88.67212.49-163.07326.23-130.46260.98260.98-130.4678.52N1136.291382.38909.031105.901105.90909.031477.472柱顶M-115.18235.350.80220.52-404.44-211.82361.32-169.46289.06289.06-169.4676.09353.78N1465.491856.371172.391485.101485.101172.391962.29柱底M-147.57280.86-253.55443.35-202.84354.68354.68-202.8482.78N1505.931896.811204.741517.451517.451204.742006.101柱顶M-209.94283.120.80361.33-523.69-360.71446.92-288.57357.54357.54-288.5747.20380.43N1830.212391.471464.171913.181913.181464.172498.97柱底M-367.15404.06-624.16686.90-499.33549.52549.52-499.3323.60N1881.882443.151505.501954.521954.521505.502554.35表8-9地震设计状况下C柱控制截面内力组合的设计值及调整楼层截面内力柱端弯矩1.2SGE±1.3SEk或1.0SGE