某学院01幢办公楼设计计算书毕业设计

'某学院01幢办公楼设计计算书毕业设计目录摘要IIIAbstractIV1结构选型与布置12计算简图22.1确定计算简图22.2梁柱截面尺寸32.3材料强度等级32.4荷载计算33框架内力计算113.1恒载作用下的框架内力113.2活载作用下的框架内力163.3风荷载作用下的位移、内力计算323.4地震作用下横向框架梁的内力计算364框架内力组合445框架梁、柱截面设计625.1梁柱截面配筋计算简述625.2柱的配筋计算625.3裂缝验算666楼梯结构设计计算706.1梯段板计算706.2休息平台板计算716.3梯段梁TL1计算717现浇楼面板设计737.1求支座中点最大弯矩737.2板块A计算737.3板块B计算7487 7.4板块C计算758基础设计768.1荷载计算768.2荷载计算768.3地基变形验算798.4基础结构设计80参考文献83致谢8487 某学院办公楼设计摘要本次毕业设计为南京市某学院办公楼，框架结构。根据当地地取的经济条件，结合规范设计满足大众要求的经济、适用的办公楼。总建筑面积为2700m2，总建筑高度13.8m，本工程主体为框架结构，抗震设防烈度等级为7度，其使用年限为50年。该设计分为两部分：第一部分是建筑部分，总平面设计，建筑的平面、立面、剖面设计。主要解决建筑的平面布局和立面设计。第二部分为结构设计，确定梁、板、柱的截面尺寸。计算各楼层集中风荷载标准值；计算柱的抗侧刚度，计算地震作用下结构的水平内力；计算竖向荷载作用下结构的内力，并与水平力进行内力组合；由内力组合得出的结构各构件的最不利内力，对结构各构件进行截面和配筋设计；根据建筑结构及场地地质条件确定采用桩基础，并对一榀框架进行桩基础设计。关键词：框架；内力组合87 AbstractNanJing,anadministrationtransactbuildingdesignAbstractThegraduationprojectfortheadministrationtransactbuildinginNanJingCity,theframestructure.Accordingtolocaleconomicconditionstotake,aswellasnormsdesignedtomeetthepublicwiththerequirementsoftheeconomy,thedomesticapplication.Atotalconstructionareaof2700,buildingheightof13.8m,thisworksforthemainframestructure,theintensityofseismicfortificationlevelsto7degrees,ofitsserviceablelifefor50years.FortheGroupCoftheresidentialconstruction,designconsistsoftwoparts:Thefirstpartistheconstructionofthegraphicdesign,constructionoftheplane,elevationandprofiledesign.Themainbuildingtosolvetheplanelayoutanddesignoflegislation.Thesecondpartisdividedintostructuraldesign,setbeams,plates,inthesectionsize.Calculatewindloadsoneachfloorofthestandardcalculation,inthelateralrigidity,calculatedunderearthquakelevelofinternalforces;calculatedunderverticalloadstructureoftheinternalforcesandinternalforcesandthelevelofacombinationofinternalforcescombinationdrawnfromthestructureThemostdisadvantagedmembersoftheinternalforces,thestructureofthecomponentsectionsandreinforcementdesign,structureandvenuesunderconstructiongeologicalconditionssetbypilefoundationandframeworkforaPinpilefoundationdesign.Keywords:framework;combinationofinternalforces87 学士学位论文第1章结构选型与布置1结构选型与布置题目：南京某学院01幢办公楼设计根据建筑方案，设计建筑总面积约为2700m2，建筑总高度为13.8m。采用钢筋混凝土框架结构，建筑层数为四层，建筑主体长为50.8m，宽为13.6m。1.气象资料(1)基本风压值：0.35kN/m2(2)基本雪压值：0.65kN/m22.工程地质资料地质资料:地下水位埋深0.90～1.10米。地质报告:(1)素土：厚度1.40～2.00米，fk=80Kpa。(2)粉质粘土：底层埋深2.80～9.00米,厚度1.40～7.10米，ηd=2.2，fk=250Kpa。(3)砂土：控制厚度达3.00米，fk=300Kpa。(4)冻土深度:0.5M3.抗震设防烈度本工程抗震设防烈度为7度，设计基本地震加速度值为0.10g。场地类别：I类场地。设计地震分组：第一组。4.荷载资料(1)办公楼楼面活载，查《建筑结构荷载规范》(GB50009-2001)，确定楼面活载标准值为:办公室:2.0KN/㎡;会议室:2.0KN/㎡;档案室:2.5KN/㎡;储藏室:5.0KN/㎡;厕所:2.0KN/㎡;陈列室:3.5KN/㎡;微机房:3.0KN/㎡;屋面:0.5KN/㎡;走廊楼梯:2.5KN/㎡(2)屋面构造35厚490mm×490mm的C30预制钢筋混凝土架空板、防水层、20mm厚1:3水泥砂浆找平层，现浇钢筋混凝土屋面板、12mm厚纸筋石灰粉平顶。(3)楼面构造水泥楼面：10mm厚1:2水泥砂浆面层压实抹光、15mm厚1:3水泥砂浆找平层、现浇钢筋混凝土楼面板、12mm厚纸筋石灰粉平顶；(4)围护墙：围护墙采用200mm厚非承重空心砖(190mm×190mm×190mm,重度3.6KN/㎡),M5混合砂浆砌筑，双面粉刷(重度3.6KN/㎡)。87 学士学位论文第2章计算简图2计算简图2.1确定计算简图本工程横向框架计算单元图取建筑图中的6轴斜线所示范围，框架的计算简图假定底层柱下端固定于基础，按工程地质资料提供数据，查《建筑抗震设计规范》可判断该场地为I类场地土，地质条件较好，初步确定本工程基础采用柱下独立基础，挖去所有杂填土，基础置于第二层粉质粘土层上，基地标高设计相对标高-1.700m(图8-5)。柱子的高度底层为：h1=3.3+1.7-0.5=4.5m(初步假设基础高度0.5m)，二～四层柱高h2～h4=3.3m。柱节点刚接，横梁的计算跨度取柱中心至中心间距离，三跨分别：l=5400、2400、5400。柱网布置图见图2.1，计算简图见图2.2。图2.1柱网布置图图2.2计算简图87 学士学位论文第2章计算简图2.2梁柱截面尺寸1.框架柱：本设计中房屋高度H<30，抗震等级为三级，轴压比μ取0.9，各层重力代表值近似取12/。边柱、中柱的受荷面积分别为A=2.7×7.2=19.44，A=3.9×7.2=28.08，则竖向荷载下柱截面面积为：边柱：Nv=1.3×7.2×3.15×12×103×4=1415232/Ac≥1415232/(0.9×13.8)=113947mm2中柱：Nv=1.25×7.2×3.9×12×103×4=1684800/Ac≥1684800/(0.9×13.8)=135652mm2选柱截面为400mm×400mm2.梁：横向框架梁AB跨、CD跨：250mm×600mm,BC跨：250mm×400mm。纵向连系梁：300mm×700mm。3.板截面：板厚：，取；，取。2.3材料强度等级混凝土：均采用C30级。钢筋直径≥12mm的采用HRB335钢筋，其余采用HPB235钢筋。2.4荷载计算本设计以6轴线横向框架为计算分析对象。1.屋面横梁竖向线荷载标准值(1)恒载（图2.3a）(a)恒载图(b)活载图图2.3荷载计算简图87 学士学位论文第2章计算简图屋面恒载标准值：35厚架空隔热板0.035×25=0.875KN/㎡防水层0.4KN/㎡20厚1:3水泥砂浆找平层0.02×20=0.4KN/㎡120(100)厚钢筋混凝土现浇板0.12×25=3KN/㎡(AB,CD跨板厚取120;BC跨取100)(0.10×25=2.5KN/㎡)12厚纸筋石灰粉平顶0.012×16=0.192KN/㎡________________________________________________________屋面恒载标准值：4.87KN/㎡(4.37KN/㎡)梁自重边跨AB,CD跨：0.25×0.6×25=3.75KN/m梁侧粉刷：2×(0.6-0.12)×0.02×17=0.33KN/m________________________________________________________4.08KN/m中跨BC跨：0.25×0.4×25×=2.5KN/m梁侧粉刷：2×(0.4-0.1)×0.02×17=0.19KN/m________________________________________________________2.69KN/m作用在顶层框架梁上的线恒载标准值为：梁自重：g4AB1=g4CD1=4.08KN/m，g4BC=2.69KN/m板传来的荷载：g4AB2=g4CD2=4.87×7.2=35.06KN/mg4BC2=4.37×2.4=10.49KN/m(2)活载（图2.3b）作用在顶层框架梁上的线活载标准值为：q4AB=q4CD=0.7×7.2=5.04KN/mq4BC=0.7×2.4=1.68KN/m2.楼面横梁竖向线荷载标准值(1)恒载（图2.3a）25厚水泥砂浆0.025×20=0.50KN/㎡120(100)厚钢筋混凝土现浇板0.12×25=3KN/㎡(0.10×25=2.5KN/㎡)12厚板底粉刷0.012×16=0.192KN/㎡87 学士学位论文第2章计算简图楼面恒载标准值：3.692KN/㎡(3.192KN/㎡)边跨（AB,CD跨）框架梁自重：4.08KN/m中跨（BC跨）框架梁自重：2.69KN/m作用在楼面层框架上的线荷载标准值为：梁自重：gAB1=gCD1=4.08KN/m，gBC1=2.69KN/m板传来的荷载：gAB2=gCD2=3.692×7.2=26.58KN/mgBC2=3.192×2.4=7.66KN/m(2）活载（图2.3b）楼面活载：qAB=qCD=2×7.2=14.4KN/mqBC=2×2.4=4.8KN/m3.屋面框架节点集中荷载标准值(1)恒载边跨连系梁梁自重：0.3×0.7×7.2×25=37.8KN粉刷：2×(0.7-0.12)×0.02×7.2×17=2.84KN0.6女儿墙：0.6×7.2×3.6=15.552KN粉刷：0.6×2×0.02×7.2×17=2.937KN连系梁传来屋面自重：0.5×7.2×0.5×7.2×4.87=63.12KN________________________________________________________顶层边节点集中荷载：G4A=G4D=122.25.92KN中柱连系梁自重：0.3×0.7×7.2×25=37.8KN粉刷：[(0.7-0.12)+(0.7-0.1)]×0.02×7.2×17=2.89KN连系梁传来屋面自重：0.5×7.2×0.5×7.2×4.87=63.12KN0.5×(7.2+7.2-2.4)×0.5×2.4×4.37=31.46KN________________________________________________________顶层中节点集中荷载：G4B=G4C=135.27KN(2)活载Q4A=Q4D=0.5×7.2×0.5×7.2×0.7=9.072KNQ4B=Q4C=0.5×7.2×0.5×7.2×0.7+0.5×(7.2+7.2-2.4)×0.5×2.4×0.7=14.112KN4.楼面框架节点集中荷载标准值（图2.5）(1)恒载（此处未考虑填充墙重量）边柱连系梁自重：37.8KN87 学士学位论文第2章计算简图粉刷：2.84KN连系梁传来楼面自重：0.5×7.2×0.5×7.2×3.692=47.85KN________________________________________________________88.49KN中间层边节点集中荷载：GA=GD=88.49KN框架柱自重：G"A=G"D=0.4×0.4×3.3×25=13.2KN________________________________________________________中柱连系梁自重：37.8KN粉刷：2.89KN连系梁传来楼面自重：0.5×7.2×0.5×7.2×3.692=47.85KN0.5×(7.2+7.2-2.4)×0.5×2.4×3.192=22.98KN________________________________________________________111.52KN中间层中节点集中荷载：GB=GC=111.52KN框架柱自重：G"B=G"C=0.4×0.4×3.3×25=13.2KN(2)活载Q4A=Q4D=0.5×7.2×0.5×7.2×2.0=25.92KNQ4B=Q4C=0.5×7.2×0.5×7.2×2.0+0.5×(7.2+7.2-2.4)×0.5×2.4×2.0=40.32KN5.风荷载已知基本风压=0.40KN/㎡，本工程为南京某学院01幢办公楼，地面粗超度属B类，按荷载规范风载体型系数：迎风面为0.8，背风面-0.5；因结构高度H=13.2m<30m(从室外地面算起)，取风振系数=1.0，计算过程如表2.1所示，风荷载图见2.4表2.1风荷载计算层次Z(m)()A()P()41.01.313.81.1470.4011.887.0931.01.310.51.0480.4011.886.4721.01.37.21.00.4011.886.1811.01.33.90.90.4013.976.5487 学士学位论文第2章计算简图图2.4横向框架上的风荷载6．地震作用（1）建筑物总重力荷载代表值Gi的计算1）集中于屋盖处的质点重力荷载代表值G450%雪荷载：0.5×0.65×13.6×50.8=224.54KN屋面恒载：4.87×50.8×5.4×2+4.37×50.8×2.4=3204.67KN横梁：(4.08×5.4×2+2.69×2.4)×8=404.6KN纵梁：(37.8+2.84)×7×2+(37.8+2.89)×7×2=1138.62KN女儿墙：0.6×3.6×(50.6+13.4)×2=276.48KN柱重：0.4×0.4×25×1.8×32=230.4KN横墙：3.6×[24×5.4×1.8+(2.4×1.8-2.1×0.5)×2]=863.35KN纵墙：(3.6×1.8-1.8×1.8×0.5)×20×26×3.6+3.6×1.8×3.6×16=828.148KN(忽略内纵墙的门窗按墙重量算)钢窗：24×1.8×1.8×0.5×0.4=15.55KNG4=7186.358KN2）集中于三、四层质点重力荷载代表值G3—G2：50%楼面活载：0.5×2.0×13.6×50.8=690.88KN楼面恒载：3.692×50.6×5.4×2+3.192×50.6×2.4=2405.24KN横梁：(4.08×5.4×2+2.69×2.4)×11=404.6KN纵梁：(7.2+0.685)×7×2+(7.2+0.71)×7×2=1138.62KN柱重：230.4×2=460.8KN87 学士学位论文第2章计算简图横墙：863.35×2=1726.7KN纵墙：828.148×2=1656.3KN(忽略内纵墙的门窗按墙重量算)钢窗：15.55×2=31.1KNG3=G2=8514.24KN3）集中于二层处的质点重力荷载代表值G1：50%楼面活载：0.5×2.0×13.6×50.8=690.88KN楼面恒载：2405.24KN横梁：404.6KN纵梁：1138.62KN柱重：230.4×2=460.8KN横墙：863.35+863.35×2.6/1.8=2110.41KN纵墙：828.148+828.148×2.6/1.8=2024.36KN(忽略内纵墙的门窗按墙重量算)钢窗：15.55×2=31.1KNG1=9266.01KN（2）地震作用计算1）框架柱的抗侧移刚度：在计算梁、柱线刚度时，应考虑楼盖对框架梁的影响，在现浇楼盖中，中框架梁的抗侧移弯矩取I=2I0；边框架梁取I=1.5I0；I0为框架梁按矩形截面惯性矩。横梁、柱线钢度见表2.2表2.2横梁、柱线刚度杆件截面尺寸Ec(KN/m㎡)I0(mm4)I(mm4)L(mm)i=EcI/L(KN•mm)相对刚度B(mm)H(mm)边框架梁25060025.54.5×1096.75×10954003.19×1071边框架梁25040025.51.33×1092.0×10924002.13×1070.67中框架梁25060025.54.5×1099.0×10954004.25×1071.33中框架梁25040025.51.33×1092.66×10924002.83×1070.89底层框架柱40040025.52.13×1092.13×10949001.11×1070.35中层框架柱40040025.52.13×1092.13×10933001.65×1070.52每层框架柱总的抗侧移刚度见表2.387 学士学位论文第2章计算简图表2.3框架柱横向抗侧移刚度D值项目K=/2(一般层)K=/(底层)=(0.5+k)/(2+k)(一般层)=(0.5+k)/(2+k)(底层)D=(12/h2)(kN•mm)根数层柱类型及截面二至四层边框架边柱(400×400)1.930.498.864边框架中柱(400×400)3.220.6211.274中框架边柱(400×400)2.580.5610.1812中框架中柱(400×400)4.290.6812.3612底层边框架边柱(400×400)2.870.595.174边框架中柱(400×400)4.580.696.044中框架边柱(400×400)3.830.746.4812中框架中柱(400×400)6.370.827.1812底层：∑D=4×(5.17+6.04)+12×(6.48+7.18)=208.76KN/mm二～四层：∑D=4×(8.86+11.27)+12×(10.18+12.36)=351KN/mm2)框架自振周期的计算：则自振周期为：T1=1.70=1.70×0.6=0.395s其中为考虑结构非承重砖墙影响的折减系数，对于框架取0.6；△为框架顶点假象水平位移，计算见表2.4。框架顶点假想水平位移△计算表表2.4框架顶点假想水平位移△计算表层Gi(kN)∑Gi(kN)∑Di(kN/mm)δ∑Gi/∑Di(层间相对位移)总位移△(mm47186.47186.435120.47294.5738514.215700.635144.73274.128514.224214.835168.99229.3719266.033480.8208.76160.38160.3887 学士学位论文第2章计算简图层Hi(m)Gi(kN)GiHiFi=Fn+△Fn（顶层）Fi=×FEK(1-δn)（一般层）楼层剪力Vi(kN)413.87186.499172.32486.77486.77310.58514.289399.1438.80925.5727.28514.261302.24300.891226.4614.59266.041697204.661431.12表2.5楼层地震作用和地震标准值计算3)地震作用计算；根据本工程设防烈度7度、I类场地土，设计地震分组为第一组，查《建筑抗震设计规范》特征周期Tg=0.25，=0.08＝·()0.9=（0.25/0.395）0.9×0.08=0.056结构等效总重力荷载：Geq=0.85GL=0.85×33480.8=28458.68KNT1>1.4Tg=1.4×0.25=0.35s,考虑框架顶部附加集中力作用=0.08T1+0.07=0.102框架横向水平地震作用标准值为:结构底部：Fek=×Geq=0.056×28458.68=1593.69KN各楼层的地震作用和地震剪力标准值由表2.5计算列出，图示见图2.5。=291570.66=×Fek=0.102×1593.69=162.56KN图2.5横向框架上的地震作用87 学士学位论文第3章框架内力计算3框架内力计算3.1恒载作用下的框架内力1.弯矩分配系数由于该框架为对称结构，取框架的一半进行简化计算，如图3.1。图3.1横向框架承担的恒载及节点不平衡弯矩节点A1：SA1A0=4iA1A0=4×0.35=1.4SA1B1=4iA1B1=4×1.33=5.32SA1A2=4iA1A2=4×0.52=2.08(相对线刚度见表2-8)=4×(0.35+1.33+0.52)μA1A0=SA1A0/=1.456/4(0.35+1.33+0.52)=0.159μA1B1=SA1B1/=5.32/4(0.35+1.33+0.52)=0.605μA1A2=SA1A2/=2.08/4(0.35+1.33+0.52)=0.236节点B1：SB1D1=iB1D1=2×0.89=1.78=4×(0.35+1.33+0.52)+2×0.89=10.58μB1A1=1.33×4/4(0.35+1.33+0.52)+2×0.89=0.50μB1B2=0.52×4/4(0.35+1.33+0.52)+2×0.89=0.20μB1D1=0.89×2/4(0.35+1.33+0.52)+2×0.89=0.17μB1B0=0.35×2/4(0.35+1.33+0.52)+2×0.89=0.07节点A2：μA2A1=μA2A3=0.52×4/4(0.52+1.33+0.52)=0.22μA2B2=1.33×4/4(0.52+1.33+0.52)=0.5687 学士学位论文第3章框架内力计算节点B2：μB2A2=1.33×4/4(1.33+0.52+0.52)+2×0.89=0.53μB2B1=0.52×4/4(1.33+0.52+0.52)+2×0.89=0.21μB2D2=0.89×2/4(1.33+0.52+0.52)+2×0.89=0.18节点A4：μA4B4=1.33×4/4(1.33+0.52)=0.719μA4A3=0.52×4/4(1.33+0.52)=0.281节点B4：μB4A4=1.33×4/4(1.33+0.52)+2×0.89=0.58μB4A3=0.52×4/4(1.33+0.52)+2×0.89=0.23μB4D4=0.89×4/4(1.33+0.52)+2×0.89=0.19A3、B3与相应的A2、B2相同2.杆件固端弯矩(1)横梁固端弯矩1)顶层横梁：自重作用：A4B4=―B4A4=―1/12ql2=―1/12×4.08×5.42=―9.91kN.mB4D4=―1/3ql2=―1/3×2.69×1.22=―1.29kN.mD4B4=1/2B4D4=―0.646kN.m板传来的恒载作用：A4B4=―B4A4=―1/12ql2(1-2a2/l2+a3/l3)=―1/12×17.53×5.42(1-2×2.25/5.42+2.25/5.43)=―40.05kN.mB4D4=―5/96ql2=―5/96×10.49×2.42=―3.15kN.mD4B4=―1/32ql2=―1/32×10.49×2.42=―1.889kN.m2)二~四层横梁：自重作用：A1B1=―B1A1=―1/12ql2=―1/12×4.08×5.42=―9.91kN.mB1D1=―1/3ql2=―1/3×2.69×1.22=―1.29kN.mD1B1=1/2B1D1=―0.646kN.m板传来的恒载作用：A1B1=―B1A1=―1/12ql2(1-2a2/l2+a3/l3)=―1/12×13.29×5.42(1-2×2.25/5.42+2.25/5.43)=―27.10kN.mB1D1=―5/96ql2=―5/96×7.66×2.42=―2.03kN.mD1B1=―1/32ql2=―1/32×7.66×2.42=―1.38kN.m(2)纵梁引起柱端附加弯矩(本设计中框架纵梁偏向外侧，中框架纵梁偏向内侧)顶侧外纵梁MA4=―MD4=43.69×0.075=3.28kN.m楼层外纵梁MA1=―MD1=19.845×0.075=1.49kN.m87 学士学位论文第3章框架内力计算顶层中纵梁MB4=―MC4=―36.28×0.075=2.721kN.m楼层中纵梁MB1=―MC1=―29.06×0.075=2.18kN.m3.节点不平衡弯矩节点B4的不平衡弯矩：MA4B4+MA4纵梁=―9.91-40.05+3.28=―46.68kN.m本设计的横向框架的节点不平衡弯矩如图3.1。4.内力计算恒载弯矩分配过程如图3.2，恒载作用下弯矩见图3.3，梁剪力、柱轴力见图3.4。图3.2恒载弯矩分配过程87 学士学位论文第3章框架内力计算图3.3恒载作用下弯矩图（kN·m）图3.4恒载作用下梁剪力、柱轴力根据所求出的梁端弯矩，再通过平衡条件，即可求出恒载作用下梁剪力、柱轴力，87 学士学位论文第3章框架内力计算结果见表3.1～表3.4。表3.1AB跨梁端剪力(kN)层q(kN/m)(板传来作用)g(kN/m)(自重作用)a(m)l(m)gl/2u=(l-a)×q/2MAB(kN·m)MBA(kN·m)∑Mik/lV1/A=gl/2+u-∑Mik/lVB=-(gl/2+u+∑Mik/l)417.534.082.255.411.0227.61-24.336.552.6763.22-57.85313.294.082.255.411.0220.93-23.6629.060.8341.16-48.32213.294.082.255.411.0220.93-35.1042.041.2448.87-48.15113.294.082.255.411.0220.93-29.1534.641.6945.54-44.92层q(kN/m)(板传来作用)g(kN/m)(自重作用)l(m)gl/2gl/4VB=gl/2+gl/4VC=-(gl/2+gl/4)410.492.692.43.236.299.52-9.5237.662.692.43.234.67.82-7.8227.662.692.43.234.67.82-7.8217.662.692.43.234.67.82-7.82表3.2BC跨梁端剪力(kN)表3.3AB跨跨中弯矩(kN·m)层q(kN/m)(板传来作用)g(kN/m)(自重作用)a(m)l(m)gl/2u=(l-a)×q/2MAB(kN·m)∑Mik/lV1/A=gl/2+u-∑Mik/lM=gl/2×l/4+u×1.05-MAB-V1/A×l/2)417.534.082.255.411.0227.61-24.32.5563.22-58.31313.294.082.255.411.0220.93-23.660.9841.16-39.09213.294.082.255.411.0220.93-35.101.1648.87-42.36113.294.082.255.411.0220.93-29.151.5445.54-38.24表3.4柱轴力(kN)87 学士学位论文第3章框架内力计算层边柱A轴、D轴中柱B、C轴横梁端部压力横梁端部压力柱重柱轴力横梁端部压力横梁端部压力柱重柱轴力4柱顶63.2263.6527.3126.3475.3465.3227.3143.54底柱145.31156.453柱顶41.1636.5327.3234.3462.5453.7427.3265.45底柱265.15279.152柱顶48.8736.5327.3340.7861.5553.7427.3360.45底柱351.51385.551柱顶45.5436.5327.3406.2459.1453.7427.3489.33底柱427.63503.453.2活载作用下的框架内力1.梁固端弯矩(1)顶层A4B4=―B4A4=―1/12ql2(1-2a2/l2+a3/l3)=―1/12×5.04×5.42(1-2×2.25/5.42+2.25/5.43)=―10.53kN.mB4D4=―5/96ql2=―5/96×1.68×2.42=―0.50kN.mD4B4=―1/32ql2=―1/32×1.68×2.42=―30kN.m(2)二~四层横梁：A1B1=―B1A1=―1/12ql2(1-2a2/l2+a3/l3)=―1/12×7.2×5.42(1-2×2.25/5.42+2.25/5.43)=―15.05kN.mB1D1=―5/96ql2=―5/96×4.8×2.42=―1.44kN.mD1B1=―1/32ql2=―1/32×4.8×2.42=―0.86kN.m2.纵梁偏心引起柱端附加弯矩(本设计中边框架纵梁偏向外侧，中框架纵梁偏向内侧)顶侧外纵梁MA4=―MD4=2.268×0.075=0.17kN.m楼层外纵梁MA1=―MD1=6.48×0.075=0.486kN.m顶层中纵梁MB4=―MC4=―4.284×0.075=―0.321kN.mMB4=―MC4=―2.016×0.075=―0.151kN.m(仅BC跨作用活载时)87 学士学位论文第3章框架内力计算楼层中纵梁MB1=―MC1=―12.24×0.075=―0.918kN.mMB1=―MC1=―5.76×0.075=―0.432kN.m(仅BC跨作用活载时)3.本工程考虑如下四种最不利组合(1)顶层边跨梁跨中弯矩最大，图3.5。(2)顶层边柱柱顶左侧及柱底右侧受拉最大弯矩，图3.6。(3)顶层边跨梁梁端最大负弯矩，图3.7。(4)活载满跨布置，图3.8所示。图3.5活载不利布置a图3.6活载不利布置b图3.7活载不利布置c图3.8活载不利布置d4.各节点不平衡弯矩当AB跨布置活载时：MA4=A4B4+A4=―10.53+0.17=―10.36kN.m87 学士学位论文第3章框架内力计算MA1=MA2=MA3=A1B1+A1=―15.05+0.486=―14.564kN.mMB4=B4A4+B4=10.53―0.321=10.209kN.mMB1=MB2=MB3=B1A1+B1=15.05―0.918=14.132kN.m当BC跨布置活载时：MB4=B4D4+B4=―0.50―0.151=―0.651kN.mMB1=MB2=MB3=B1D1+B1=―1.44―0.432=―1.872kN.m当AB跨和BC跨均布置活载时：MA4=A4B4+A4=―10.53+0.17=―10.36kN.mMA1=MA2=MA3=A1B1+A1=―15.05+0.486=―14.564kN.mMB4=B4A4+B4+B4D4=10.5―0.321―0.50=9.679kN.mMB1=MB2=MB3=B1A1+B1+B1D1=15.05―0.918―1.44=12.692kN.m5.内力计算采用“迭代法”计算，迭代计算次序同恒载，如图3.9、图3.12、图3.14、图3.17。活载(a)作用下梁弯矩、剪力、轴力如图3.10、图3.11。活载(b)作用下梁弯矩、剪力、轴力如图3.12、图3.13。活载(c)作用下梁弯矩、剪力、轴力如图3.15、图3.16。活载(d)作用下梁弯矩、剪力、轴力如图3.18、图3.19。87 学士学位论文第3章框架内力计算图3.9活载(a)迭代过程87 学士学位论文第3章框架内力计算图3.10活载(a)弯矩图(kN·m)图3.11活载(a)剪力、轴力(kN)87 学士学位论文第3章框架内力计算图3.12活载(b)迭代过程87 学士学位论文第3章框架内力计算图3.13活载(b)弯矩(kN·m)图3.14活载(b)剪力、轴力(kN)87 学士学位论文第3章框架内力计算图3.15活载(c)迭代过程87 学士学位论文第3章框架内力计算图3.16活载(c)弯矩(kN·m)图3.17活载(c)剪力、轴力(kN)87 学士学位论文第3章框架内力计算图3.18满跨活载迭代过程87 学士学位论文第3章框架内力计算图3.19满跨活载弯矩(kN·m)图3.20满跨活载剪力、轴力(kN)根据所求出的梁端弯矩，再通过平衡条件，即可求出活87 学士学位论文第3章框架内力计算载作用下梁剪力、柱轴力，结果见表3.5～表3.20。表3.5活载(a)作用下AB跨梁端剪力(kN)层q(kN/m)a(m)u=(6-a)×q/2MAB(kN·m)MBA(kN·m)∑Mik/lV1/A=u-∑Mik/lVB=-(u+∑Mik/l)42.522.254.73-2.867.210.305.82-7.21302.250-2.42.530.03-0.03-0.0327.22.2513.5-18.1116.170.5317.41-17.41102.250-1.911.760.08-0.08-0.08表3.6活载(a)作用下BC跨梁端剪力(kN)层q(kN/m)l(m)ql/4VB=ql/4VC=-ql/4402.400034.82.42.882.88-2.88202.400014.82.42.882.88-2.88表3.7活载(a)作用下AB跨跨中弯矩(kN·m)层q(kN/m)a(m)l(m)u=(l-a)×q/2MAB(kN·m)∑Mik/lV1/A=u-∑Mik/lM=u×1.05-MAB-V1/A×l/242.522.255.43.97-2.860.35.82-7.87302.255.40-2.40.03-0.032.4327.22.255.411.34-18.110.5317.41-19.44102.255.40-1.910.09-0.081.51表3.8活载(a)作用下柱轴力层边柱(A轴)中柱(B轴)87 学士学位论文第3章框架内力计算横梁纵梁柱轴力(kN)横梁纵梁柱轴力(kN)端部剪力端部剪力端部剪力端部剪力45.823.899.327.216.3212.533-0.0312.1319.793.8719.0433.49217.3612.1347.8918.5619.0468.951-0.0812.1361.123.2119.0490.32层q(kN/m)a(m)u=(6-a)×q/2MAB(kN·m)MBA(kN·m)∑Mik/lV1/A=u-∑Mik/lVB=-(u+∑Mik/l)42.522.254.725-6.48.940.175.89-6.2537.22.2513.5-14.1818.470.7618.16-16.35202.250-2.512.39-0.040.040.0417.22.2513.5-11.816.820.5616.31-17.46表3.9活载(b)作用下AB跨梁端剪力(kN)表3.10活载(b)作用下BC跨梁端剪力(kN)层q(kN/m)(板传来作用)l(m)gl/4VB=ql/4VC=-ql/4402.4000302.400024.82.42.882.88-2.88102.4000表3.11活载(b)作用下AB跨跨中弯矩(kN·m)层q(kN/m)a(m)l(m)u=(l-a)MAB∑V1/AM=u×1.05-MAB-87 学士学位论文第3章框架内力计算×q/2(kN·m)Mik/l=u-∑Mik/l-V1/A×l/242.522.255.43.97-6.40.185.89-7.8737.22.255.411.34-14.180.5618.16-20.09202.255.40-2.51-0.340.042.717.22.255.411.34-11.80.5916.31-25.30表3.12活载(b)作用下柱轴力层边柱(A轴)中柱(B轴)横梁端部剪力纵梁端部剪力柱轴力(kN)横梁端部剪力纵梁端部剪力柱轴力(kN)45.893.899.316.256.3212.39318.1612.1335.656.3519.0450.5620.0412.1346.030.0419.0457.8116.3112.1372.2817.4619.04109.23层q(kN/m)a(m)u=(6-a)×q/2MAB(kN·m)MBA(kN·m)∑Mik/lV1/A=u-∑Mik/lVB=-(u+∑Mik/l)42.522.254.73-5.818.750.235.87-6.3437.22.2513.5-14.1818.240.5616.58-17.55202.250-2.182.39-0.310.250.3517.22.2513.5-11.816.820.7816.30-17.89表3.13活载(c)作用下AB跨梁端剪力(kN)表3.14活载(c)作用下BC跨梁端剪力(kN)层q(kN/m)(板传来作用)l(m)gl/4VB=ql/4VC=-ql/487 学士学位论文第3章框架内力计算402.400034.82.42.882.88-2.88202.400014.82.42.882.88-2.88表3.15活载(c)作用下AB跨跨中弯矩(kN·m)层q(kN/m)a(m)l(m)u=(l-a)×q/2MAB(kN·m)∑Mik/lV1/A=u-∑Mik/lM=u×1.05-MAB--V1/A×l/242.522.255.43.97-5.810.235.87-6.3637.22.255.411.34-14.180.5616.58-18.69202.255.40-2.18-0.310.251.9717.22.255.411.34-11.80.7816.30-19.68表3.16活载(c)作用下柱轴力层边柱(A轴)中柱(B轴)横梁端部剪力纵梁端部剪力柱轴力(kN)横梁端部剪力纵梁端部剪力柱轴力(kN)45.873.899.316.346.3212.37316.5812.1337.6517.5519.0452.8120.2512.1348.03-0.2519.0468.65116.3012.1374.2817.8919.04110.24层q(kN/m)a(m)u=(6-a)MABMBA∑V1/A=u-∑VB=-(u+∑Mik/l)87 学士学位论文第3章框架内力计算×q/2(kN·m)(kN·m)Mik/lMik/l42.522.254.725-8.019.030.235.78-6.3237.22.2513.5-16.1519.090.5516.33-17.3927.22.2513.5-19.4919.780.4916.40-17.5817.22.2513.5-14.117.370.6616.22-17.54表3.17满跨活载作用下AB跨梁端剪力(kN)表3.18满跨活载作用下BC跨梁端剪力(kN)层q(kN/m)l(m)ql/4VB=ql/4VC=-ql/441.682.41.01.0-1.034.82.42.882.88-2.8824.82.42.882.88-2.8814.82.42.882.88-2.88层q(kN/m)(板传来荷载作用)a(m)l(m)u=(l-a)×q/2MAB(kN·m)∑Mik/lV1/A=u-∑Mik/lM=u×1.05-MAB-V1/A×l/242.522.255.43.97-8.010.235.78-6.5837.22.255.411.34-16.150.5516.33-17.9827.22.255.411.34-19.490.4816.40-17.1517.22.255.411.34-14.10.6616.22-18.59表3.19满跨活载作用下AB跨跨中弯矩(kN·m)表3.20满跨活载作用下柱轴力87 学士学位论文第3章框架内力计算层边柱(A轴)中柱(B轴)横梁端部剪力纵梁端部剪力柱轴力(kN)横梁端部剪力纵梁端部剪力柱轴力(kN)45.783.899.239.086.3215.47316.3312.1335.6920.5419.0453.70216.4012.1363.2220.3419.0491.99116.2212.1388.5720.7619.04133.463.3风荷载作用下的位移、内力计算1.框架侧移(表3.21)表3.21风荷载作用下框架侧移层次层高hi(m)Pik(kN)Vik(kN)∑D(kN/mm)=(mm)总侧移(mm)413.87.097.0935.730.343.83310.56.4713.5635.730.513.5627.26.1819.7435.730.783.4013.96.5426.2815.512.562.562.层间侧移=2.56/0.85=3.01mm其中0.85为位移放大系数。相对侧移=3.01/3900=1/1619<1/4003.顶点侧移侧移=3.83/0.85=4.5相对侧移=4.51/15300=1/3392<1/500满足要求4.水平风载作用下框架层间剪力(图3.21)87 学士学位论文第3章框架内力计算图3.21水平荷载作用下的框架层间剪力表3.22各层柱反弯点位置层次柱别Ky4边柱1.8--0100.430.43中柱2.4--0100.450.453边柱1.810100.480.48中柱2.410100.500.502边柱1.8101.2500.500.50中柱2.4101.2500.500.501边柱1.20.80--00.550.55中柱1.610.80--00.550.55图3.22风荷载作用框架弯矩(kN·m)87 学士学位论文第3章框架内力计算图3.23风荷载作用框架梁剪力、柱轴力(kN)表3.23风荷载作用下框架柱剪力及柱端弯矩层次h(m)(kN)∑D柱别yM下M上43.38.3234.82边柱7.8-1.860.43-2.89-3.82中柱9.61-2.300.45-3.72-4.5533.317.1534.82边柱7.8-3.840.48-6.64-7.19中柱9.61-4.730.50-8.52-8.5223.325.5734.82边柱7.8-5.730.50-10.31-10.70中柱9.16-7.060.50-12.70-12.7013.934.1014.4边柱3.41-8.050.55-19.93-16.31中柱3.81-9.000.55-22.27-18.22表3.24风荷载作用下梁端、跨中弯矩和剪力87 学士学位论文第3章框架内力计算层次柱别M下(kN.m)M上(kN.m)节点左右梁线刚度比边跨两端弯矩M(kN.m)中跨两端弯矩M(kN.m)风在下梁端剪力边跨梁跨中弯矩(kN.m)左梁右梁VAVB左VB右4边柱-2.89-3.820.003.82-----1.07-----0.61中柱-3.72-4.551.35--2.611.94---1.07-1.62--3边柱-6.64-7.910.0010.08-----2.85-----1.53中柱-8.52-12.701.35--7.035.21---2.85-4.43--2边柱-10.31-10.310.0016.95-----4.86-----2.38中柱-12.70-12.701.35--16.959.03---4.86-7.53--1边柱-19.93-16.310.0026.62-----7.40-----4.43中柱-22.27-18.221.35--26.6213.16---7.40-10.97--表3.24风载作用下柱轴力层次柱别M下(kN.m)M上(kN.m)风载作用下梁端剪力柱轴力87 学士学位论文第3章框架内力计算VAVB左VB右NANB4边柱-2.89-3.82-1.07-----1.07--中柱-3.72-4.55---1.07-1.62---0.553边柱-6.64-7.91-2.85-----3.92--中柱-8.52-8.52---2.85-4.34---2.042边柱-10.31-10.31-4.86-----8.78--中柱-12.70-12.70---4.86-7.53---4.711边柱-19.93-16.31-7.40-----16.18--中柱-22.27-18.22---7.40-10.97---8.283.4地震作用下横向框架梁的内力计算1.0.5（雪+活）重力荷载作用下横向框架内力计算按《建筑抗震设计规范》，计算重力荷载代表时，顶层取用雪荷载，其他各层取用活荷载。当雪荷载与活荷载相差不大时，可近似按满跨活荷载布置(1)横梁线荷载计算顶层横梁：雪载边跨0.65×3.6×0.5=1.17KN/m中间跨0.65×2.4×0.5=0.78KN/m二至四层横梁：活载边跨7.2×0.5=3.6KN/m中间跨4.8×0.5=2.4KN/m(2)纵梁引起柱端附加弯矩(本设计边框架纵梁偏向外侧，中框架纵梁偏向走廊)顶层外纵梁：MA4=―MD4=0.5×0.65×3.6/2×3.6/2×0.075=0.08kN·m楼层外纵梁：MA1=―MD1=0.5×2×3.6/2×3.6/2×0.075=0.243kN·m顶层中纵梁：MB4=―MC4=－0.5×0.65×｛3.6/2×3.6/2＋（3.6＋3.6-2.4）/2×2.4/2｝×0.075=－0.149kN·m楼层中纵梁：MB1=―MC1=－0.5×2×｛3.6/2×3.6/2＋（3.6＋3.6-2.4）/2×2.4/2｝×0.075=－0.459kN·m(3)计算简图(4)固定弯矩87 学士学位论文第3章框架内力计算顶层横梁：A4B4=―B4A4=―1/12ql2(1-2a2/l2+a3/l3)=―1/12×1.17×5.42(1-2×2.252/5.42+2.252/5.43)=―2.35kN.mB4D4=―5/96ql2=―5/96×0.78×2.42=―0.234kN.mD4B4=―1/32ql2=―1/32×0.78×2.42=―1.14kN.m二至四层横梁：A1B1=―B1A1=―1/12ql2(1-2a2/l2+a3/l3)=―1/12×3.6×5.42(1-2×2.252/5.42+2.252/5.43)=―7.23kN.mB1D1=―5/96ql2=―5/96×2.4×2.42=―0.72kN.mD1B1=―1/32ql2=―1/32×2.4×2.42=―0.43kN.m(5)不平衡弯矩MA4=A4B4+A4=―2.35+0.08=―1.27kN.mMA=MA2=MA3=A1B1+A1=―7.23+0.243=―6.99kN.mMB4=B4A4+B4+B4D4=2.35－0.149―0.234=1.97kN.mMB1=MB2=MB3=B1A1+B1+B1D1=7.23－0.459―0.72=6.05kN.m(6)弯矩分配计算(采用迭代法)弯矩分配过程如图3.25,0.5(雪+活)作用下梁、柱弯矩见图3.26，梁剪力、柱轴力见图3.27。根据所求出的梁端弯矩，在通过平衡条件，即可求出0.5(雪+活)作用下的梁剪力、柱轴力，计算过程见表3.25～3.28。表3.250.5(雪+活)作用下AB跨梁端剪力标准值层高qａｌMAＢMＢAMＩＫ/ＬV1/A=-/ＬVb=－(+/Ｌ)87 学士学位论文第3章框架内力计算41.462.256.32.74-2.142.750.12.64-2.8434.52.256.38.44-2.678.430.288.16-8.7224.52.256.38.44-7.248.700.248.20-8.6814.52.256.38.44-6.188.150.338.11-8.77表3.260.5(雪+活)作用下BC跨梁端剪力标准值层qlql/4VB=ql/4VC=－ql/440.9830.470.47-0.4732.431.441.44-1.4422.431.441.44-1.4412.431.441.44-1.44层qalMAB/ＬV1/A=-/ＬM=1.05-MAB－V1/A×L/241.462.256.32.74-2.140.12.64-2.9034.52.256.38.44-2.670.288.16-8.8724.52.256.38.44-7.240.248.20-8.4914.52.256.38.44-6.180.338.11-9.29表3.270.5(雪+活)作用下AB跨跨中弯矩表3.280.5(雪+活)作用下柱轴力标准值层边柱（A轴）中柱（B轴）横梁端部压力纵梁端部压力柱轴力KN横梁端部压力纵梁端部压力柱轴力KN87 学士学位论文第3章框架内力计算42.641.654.293.312.936.2438.165.0617.5110.169.0225.4228.205.0630.7710.129.0244.5618.115.0643.9410.219.0263．79图3.240.5(雪+活)作用下杆端弯矩(kN·m)87 学士学位论文第3章框架内力计算图3.250.5(雪+活)作用下迭代计算87 学士学位论文第3章框架内力计算图3.260.5(雪+活)作用下框架柱轴力、梁剪力(kN)2.地震作用下横向框架的内力计算地震作用下框架柱剪力及柱端弯矩计算过程见表3.20、梁端弯矩计算过程见表3.柱剪力和轴力计算过程见表3.31，地震作用下框架弯矩见图3.27，框架梁剪力、柱轴力见图3.28。表3.29地震作用下框架柱剪力及柱端弯矩层次层间剪力总剪力柱别Di∑DViyH（m）M下M上4585.78585.78边柱7.8396.26-11.530.433.6-17.85-23.66中柱9.61-14.210.45-23.01-28.133374.19959.97边柱7.8396.26-18.900.483.6-32.65-35.37中柱9.61-23.280.50-41.91-41.912265.561225.53边柱7.8396.26-24.120.503.6-43.42-43.42中柱9.61-29.720.50-53.50-53.501172.601398.13边柱3.41171.96-27.730.555.2-79.29-64.88中柱3.81-30.980.55-88.60-72.49表3.30地震作用下梁端弯矩87 学士学位论文第3章框架内力计算层次柱别M下M上节点左右梁线刚度比边跨梁端弯矩中跨两端弯矩地震作用下梁端剪力边跨梁跨中弯矩左梁右梁VAVB左VB右4边柱-17.85-23.660.0023.66-----6.64-----3.75中柱-23.01-28.131.35--16.1611.97---6,64-9.98--3边柱-32.65-35.370.0053.22-----15.09-----7.97中柱-41.91-41.911.35--37.2927.63---15.09-23.03--2边柱-43.42-43.420.0076.07-----21.81-----10.63中柱-53.50-53.501.35--54.8140.60---21.81-33.83--1边柱-79.29-64.880.00108.30-----30.11-----17.96中柱-88.60-72.491.35--72.3853.61---30.11-44.68--表3.31地震作用下梁剪力、柱轴力层次柱别M下M上地震作用下梁端剪力柱轴力VAVB左VB右NANB4边柱-17.85-23.66-6,64-----6.64--中柱-23.01-28.13---6,64-9.98---3.343边柱-32.65-35.37-15.09-----21.07--中柱-41.91-41.91---15.09-23.03---11.282边柱-43.42-43.42-21.81-----43.54--中柱-53.50-53.50---21.81-33.83---23.301边柱-79.29-64.88-30.11-----73.65--中柱-88.60-72.49---30.11-44.68---37.8787 学士学位论文第3章框架内力计算图3.27地震作用框架弯矩(kN·m)图3.28地震作用框架梁剪力、柱轴力(kN)87 学士学位论文第4章框架内力组合4框架内力组合表4.1弯矩调幅计算荷载种类杆件跨向弯矩标准值调幅系数调幅后弯矩标准值β恒载顶层AB-30.54-45.8560.240.9-27.49-41.2764.06BC-20.43-20.43-13.450.9-18.39-18.39-11.41四层AB-37.05-42.9439.090.9-33.35-38.6543.09BC-11.06-11.06-5.440.9-9.95-9.95-4.33三层AB-35.10-42.0440.500.9-31.59-37.8444.36BC-11.75-11.75-6.130.9-10.58-10.58-4.96二层AB-30.42-39.6444.040.9-27.38-35.6847.54BC-13.58-13.58-7.960.9-12.22-12.22-6.60活载（a）顶层AB-2.75-4.567.870.9-2.48-4.108.24BC-2.37-2.37-2.370.9-2.13-2.13-2.13四层AB-1.80-2.00-1.900.9-1.62-1.82-1.71BC-0.32-0.321.980.9-0.29-0.292.01三层AB-11.90-15.0519.440.9-10.71-13.5520.79BC-4.91-4.91-4.910.9-4.42-4.42-4.42二层AB-1.26-1.76-1.510.9-1.13-1.58-1.36BC-0.49-0.491.810.9-0.44-0.441.8687 学士学位论文第4章框架内力组合荷载种类杆件跨向弯矩标准值调幅系数调幅后弯矩标准值β活载（b）顶层AB-4.76-5.716.290.9-4.28-5.146.81BC-1.46-1.46-1.460.9-1.31-1.31-1.31四层AB-12.43-15.2519.080.9-11.19-13.7320.46BC-4.51-4.51-4.510.9-4.06-4.06-4.06三层AB-2.51-2.28-2.400.9-2.26-2.05-2.16BC0.120.122.420.90.110.112.41二层AB-11.09-14.5420.100.9-9.98-13.0921.38BC-5.09-5.09-5.090.9-4.58-4.58-4.58活载（c）顶层AB-4.74-5.596.360.9-4.27-5.036.88BC-1.51-1.51-1.510.9-1.36-1.36-1.36四层AB-12.23-16.2318.690.9-11.01-14.6120.11BC-5.54-5.54-3.240.9-4.99-4.99-2.69三层AB-2.70-1.23-1.970.9-2.43-1.11-1.77BC1.101.101.100.90.990.990.99二层AB-10.90-15.5719.680.9-9.81-14.0121.00BC-6.10-6.10-3.800.9-5.49-5.49-3.1987 学士学位论文第4章框架内力组合荷载种类杆件跨向弯矩标准值调幅系数调幅后弯矩标准值β活载(d)顶层AB-4.51-5.866.340.9-4.06-5.276.86BC-1.91-1.91-1.110.9-1.72-1.72-0.92四层AB-13.57-16.8717.700.9-12.21-15.1819.22BC-5.08-5.08-2.780.9-4.57-4.57-2.27三层AB-14.48-17.3716.990.9-13.03-15.6318.58BC-4.75-4.75-2.450.9-4.28-4.28-1.98二层AB-12.36-16.3018.590.9-11.12-14.6720.02BC-5.58-5.58-3.280.9-5.02-5.02-2.720.5(雪载+活载）顶层AB-2.14-2.752.900.9-1.93-2.483.14BC-0.86-0.86-0.490.9-0.77-0.77-0.40四层AB-6.75-8.438.870.9-6.08-7.599.63BC-2.54-2.54-1.390.9-2.29-2.29-1.14三层AB-7.24-8.708.490.9-6.52-7.839.29BC-2.38-2.38-1.230.9-2.14-2.14-0.99二层AB-6.18-8.159.290.9-5.56-7.3410.01BC-2.79-2.79-1.640.9-2.51-2.51-1.36一般组合采用三种组合形式（见表4.2、4.3）考虑地震作用的组合见表4.4，表4.5。87 学士学位论文第4章框架内力组合表4.2横向框架梁内力组合（一般组合）杆件跨向截面内力荷载种类内力组合恒载活荷载活载最大值风载1.2恒+1.4活1.2恒+0.9（1.4活+1.4风）1．35恒+活abcd左风右风左风右风顶层横梁AB跨梁左端M-27.49-2.48-4.28-4.27-4.06-4.283.82-3.82-38.98-33.57-43.19-41.39V50.755.615.755.775.695.77-1.071.0768.9866.8269.5274.28跨中M64.068.246.816.886.868.240.61-0.6188.4188.0286.4994.72梁右端M-41.27-4.10-5.14-5.03-5.27-5.27-2.612.61-56.90-52.88-59.45-60.98V-55.85-6.21-6.07-6.05-6.14-6.21-1.071.07-75.71-76.19-73.50-81.61BC跨梁左端M-18.39-2.13-1.31-1.36-1.72-2.131.94-1.94-25.05-22.31-27.20-26.96V9.520.000.000.002.882.88-1.621.6215.4613.0117.0915.73跨中M-11.41-2.13-1.31-1.36-0.92-2.130.000.00-16.67-16.38-16.38-17.53梁右端M-18.39-2.13-1.31-1.36-1.72-2.13-1.941.94-25.05-22.31-27.20-26.96V9.520.000.000.00-2.88-2.88-1.621.62-15.46-17.09-13.01-15.7387 学士学位论文第4章框架内力组合杆件跨向截面内力荷载种类内力组合恒载活荷载活载最大值风载1.2恒+1.4活1.2恒+0.9（1.4活+1.4风）1．35恒+活abcd左风右风左风右风四层横梁AB跨梁左端M-33.35-1.62-11.19-11.01-12.21-12.2110.08-10.08-57.11-42.70-68.11-57.23V42.40-0.0316.4116.2116.3316.41-2.852.8573.8567.9775.1573.65跨中M43.09-1.7120.4620.1119.2220.461.53-1.5380.3575.5679.4278.63梁右端M-38.65-1.80-13.73-14.61-15.18-15.18-7.037.03-67.63-56.65-74.36-67.36V-44.36-0.03-17.35-17.55-17.55-17.55-2.852.85-77.80-78.94-71.75-77.44BC跨梁左端M-9.95-0.29-4.06-4.99-4.99-4.995.21-5.21-18.93-11.66-24.79-18.42V7.822.880.002.882.882.88-7.537.5313.423.5322.5013.44跨中M-4.332.01-4.06-2.69-4.06-4.060.000.00-10.88-10.31-10.31-9.91梁右端M-9.95-0.29-4.06-4.99-4.99-4.99-5.215.21-18.93-11.66-24.79-18.42V-7.82-2.880.00-2.88-2.88-2.88-7.537.53-13.42-22.50-3.53-13.4487 学士学位论文第4章框架内力组合杆件跨向截面内力荷载种类内力组合恒载活荷载活载最大值风载1.2恒+1.4活1.2恒+0.9（1.4活+1.4风）1．35恒+活abcd左风右风左风右风三层横梁AB跨梁左端M-31.59-10.71-2.26-2.43-13.03-13.0316.95-16.95-56.15-32.97-75.68-55.68V42.2216.360.040.2516.4016.40-4.864.8673.6265.2077.4573.40跨中M44.3620.79-2.16-1.7715.5820.792.38-2.3882.3476.4382.4380.68梁右端M-37.84-13.55-2.05-1.11-15.63-15.63-12.1912.19-67.29-49.74-80.46-66.71V-44.54-17.410.040.25-17.36-17.41-4.864.86-77.82-81.51-69.26-77.54BC跨梁左端M-10.58-4.420.110.99-4.28-4.429.03-9.03-18.88-6.89-29.64-18.70V7.820.002.880.002.882.88-7.537.5313.423.5322.5013.44跨中M-4.96-4.422.410.99-4.42-4.420.000.00-12.14-11.52-11.52-11.12梁右端M-10.58-4.420.110.99-4.42-4.42-9.039.03-18.88-6.89-29.64-18.70V-7.820.00-2.880.00-2.88-2.88-7.537.53-13.42-22.50-3.53-13.4487 学士学位论文第4章框架内力组合杆件跨向截面内力荷载种类内力组合恒载活荷载活载最大值风载1.2恒+1.4活1.2恒+0.9（1.4活+1.4风）1．35恒+活abcd左风右风左风右风二层横梁AB跨梁左端M-27.38-1.13-9.98-9.81-11.12-11.1226.62-26.62-48.42-13.33-80.41-48.08V41.84-0.0816.3116.1016.2216.31-7.407.4073.0461.4380.0872.79跨中M47.54-1.3621.3821.0020.0221.384.43-4.4386.9878.4189.5785.56梁右端M-35.68-1.58-13.09-14.01-14.67-14.67-17.7617.76-63.35-38.92-83.68-62.84V-44.92-0.0816.3116.1016.2216.31-7.407.40-78.63-85.48-66.83-78.30BC跨梁左端M-12.22-0.44-4.58-5.49-5.02-5.4913.16-13.16-22.35-5.00-38.16-21.99V7.822.880.002.882.882.88-10.9710.9713.42-0.8128.6413.44跨中M-6.601.86-4.58-3.19-2.72-4.580.000.00-14.33-13.69-13.69-13.49梁右端M-12.22-0.44-4.58-5.49-5.05-5.49-13.1613.16-22.35-5.00-38.16-21.99V-7.82-2.880.00-2.88-2.88-2.88-10.9710.97-13.42-26.840.81-13.4487 学士学位论文第4章框架内力组合表4.3横向框架梁内力组合（考虑地震组合）杆件跨向截面内力荷载种类内力组合恒载0.5（雪+活）地震作用1.2[恒+0.5（雪+活）]+1.3地震作用向左向右向左向右顶层横梁AB跨梁左端M-27.49-1.9323.66-23.66-4.55-66.06V50.752.64-6.646.6455.4472.70跨中M64.063.143.75-3.7575.7785.52梁右端M-41.27-2.48-16.1616.16-31.49-73.51V-55.85-2.84-6.646.64-79.06-61.80BC跨梁左端M-18.39-0.7711.97-11.97-7.43-38.55V9.520.47-9.989.98-0.9924.96跨中M-11.41-0.400.000.00-14.17-14.17梁右端M-18.39-0.77-11.9711.97-7.43-38.55V-9.52-0.47-9.989.98-24.960.9987 学士学位论文第4章框架内力组合杆件跨向截面内力荷载种类内力组合恒载0.5（雪+活）地震作用1.2[恒+0.5（雪+活）]+1.3地震作用向左向右向左向右四层横梁AB跨梁左端M-33.35-6.0853.22-53.2221.87-116.50V42.408.16-15.0915.0941.0680.29跨中M43.099.637.97-7.9752.9073.63梁右端M-38.65-7.59-37.2937.29-7.01-103.97V-44.36-8.72-15.0915.09-83.31-44.08BC跨梁左端M-9.95-2.2927.63-27.6321.23-50.61V7.821.44-23.0323.03-18.8341.05跨中M-4.33-1.140.000.00-6.56-6.56梁右端M-9.95-2.29-27.63-7.6321.23-50.61V-7.82-1.44-23.0323.03-41.0518.8387 学士学位论文第4章框架内力组合杆件跨向截面内力荷载种类内力组合恒载0.5（雪+活）地震作用1.2[恒+0.5（雪+活）]+1.3地震作用向左向右向左向右三层横梁AB跨梁左端M-31.59-6.5276.07-76.0753.16-144.62V42.228.20-21.8121.8132.1588.86跨中M44.369.2910.63-10.6350.5678.20梁右端M-37.84-7.83-54.8154.8116.45-126.06V-44.54-8.68-21.8121.81-92.22-35.51BC跨梁左端M-10.58-2.1440.60-40.6037.52-68.04V7.821.44-33.8333.83-32.8755.09跨中M-4.96-0.990.000.00-7.14-7.14梁右端M-10.58-2.14-40.6040.6037.52-68.04V-7.82-1.44-33.8333.83-55.0932.8787 学士学位论文第4章框架内力组合杆件跨向截面内力荷载种类内力组合恒载0.5（雪+活）地震作用1.2[恒+0.5（雪+活）]+1.3地震作用向左向右向左向右二层横梁AB跨梁左端M-27.38-5.56108.30-108.30101.26-180.32V41.848.11-30.1130.1120.8099.08跨中M47.5410.0117.96-17.9645.7192.41梁右端M-35.68-7.34-72.3872.3842.47-145.72V-44.92-8.77-30.1130.11-103.57-25.29BC跨梁左端M-12.22-2.5153.61-53.6152.02-87.37V7.821.44-44.6844.68-46.9769.20跨中M-6.60-1.360.000.00-9.55-9.55梁右端M-12.22-2.51-53.6153.6152.02-87.37V-7.82-1.44-44.6844.68-69.2046.9787 学士学位论文第4章框架内力组合表4.4横向框架柱内力组合（一般组合）杆件跨向截面内力荷载种类内力组合||及相应的N及相应的M及相应的M恒载活荷载活载最大值风载1.2恒+1.4活1.2恒+0.9（1.4活+1.4风）1.35恒+活abcd左风右风左风右风顶层柱A柱柱顶M25.672.484.494.474.244.49-3.823.8237.0931.6541.2739.1441.2731.6539.14N115.669.159.299.319.239.31-1.071.07151.83149.17151.87165.45151.87149.17165.45柱底M19.770.136.696.565.796.69-2.892.8933.0928.5135.7933.3835.7928.5133.38N130.069.159.299.319.239.31-1.071.07169.11166.45169.15184.89169.15166.45184.89B柱柱顶M-21.13-1.92-3.98-3.81-3.47-3.98-4.554.55-30.93-36.10-24.64-32.51-36.10-36.10-32.51N122.5812.5312.3912.3715.3415.34-0.550.55168.57165.73167.12180.82165.73165.73180.82柱底M-15.950.11-5.69-5.27-4.70-4.70-3.723.72-27.11-31.00-21.62-27.22-31.00-31.00-27.22N136.9812.5312.3912.3715.3415.34-0.550.55185.85183.01184.40200.26183.01183.01200.26荷载种类内力组合|87 学士学位论文第4章框架内力组合杆件跨向截面内力|及相应的N及相应的M及相应的M恒载活荷载活载最大值风载1.2恒+1.4活1.2恒+0.9（1.4活+1.4风）1.35恒+活abcd左风右风左风右风三层柱A柱柱顶M14.731.654.984.927.027.02-7.197.1927.5017.4635.5826.9135.5817.4626.91N206.3719.2535.8335.6535.6935.83-3.923.92297.81287.85297.73314.43297.73287.85314.43柱底M15.595.531.091.196.716.71-6.646.6428.1018.8035.5327.7635.5318.8027.76N220.7719.2535.8335.6535.6935.83-3.923.92315.09305.13315.01333.87315.01305.13333.87B柱柱顶M-12.46-1.19-4.28-4.07-5.75-5.75-8.528.52-23.00-32.93-11.46-22.57-32.93-32.93-22.57N235.7533.4947.7950.8553.7053.70-2.042.04358.08347.99353.13371.96347.99347.99371.96柱底M-12.72-4.64-0.75-1.01-5.50-5.50-8.528.52-22.96-32.93-11.46-22.67-32.93-32.93-22.67N250.1533.4947.7950.8553.7053.70-2.042.04375.36365.27370.41391.40365.27365.27391.4087 学士学位论文第4章框架内力组合杆件跨向截面内力荷载种类内力组合||及相应的N及相应的M及相应的M恒载活荷载活载最大值风载1.2恒+1.4活1.2恒+0.9（1.4活+1.4风）1.35恒+活abcd左风右风左风右风二层柱A柱柱顶M16.975.621.421.517.017.01-10.3110.3130.1816.2142.1929.9242.1916.2129.92N296.9045.7446.0046.0362.2262.22-8.788.78443.39423.61445.74463.04445.74423.61463.04柱底M18.631.975.785.707.747.74-10.3110.3133.1919.1245.1032.8945.1019.1232.89N311.3045.7446.0046.0362.2262.22-8.788.78460.67440.89463.02482.48463.02440.89482.48B柱柱顶M-14.08-4.47-1.06-1.32-5.77-5.77-12.7012.70-24.97-40.17-8.16-24.78-40.17-40.17-24.78N349.1068.9568.6868.6591.9991.99-4.714.71547.71528.89540.76563.28528.89528.89563.28柱底M-15.18-1.38-4.92-4.68-6.30-6.30-12.7012.70-27.04-42.16-10.15-26.79-42.16-42.16-26.79N363.5068.9568.6868.6591.9991.99-4.714.71564.99546.17558.04582.72546.17546.17582.7287 学士学位论文第4章框架内力组合杆件跨向截面内力荷载种类内力组合||及相应的N及相应的M及相应的M恒载活荷载活载最大值风载1.2恒+1.4活1.2恒+0.9（1.4活+1.4风）1.35恒+活abcd左风右风左风右风底层柱A柱柱顶M9.25-0.704.554.443.864.55-16.3116.3117.47-3.7237.3817.0437.88-3.7217.04N387.0555.7972.4472.2688.5788.57-16.1816.18588.46555.67596.45611.09596.45555.67611.09柱底M4.53-0.362.282.221.932.28-16.9316.938.75-16.6833.548.5333.54-16.688.53N407.8555.7972.4472.2688.5788.57-16.1816.18613.42580.63621.41639.17621.41580.63639.17V-2.670.20-1.31-1.28-1.11-1.31-8.058.05-5.04-15.005.29-4.915.29-15.00-4.91B柱柱顶M-7.390.70-3.77-3.45-3.07-3.77-18.2218.22-14.15-36.589.34-13.75-36.58-36.58-13.75N462.8389.96104.19107.24130.46130.46-8.288.28738.04709.34730.21755.28709.34709.34755.28柱底M-3.700.36-1.89-1.73-1.54-1.89-22.722.7-7.09-34.8821.24-6.89-34.88-34.88-6.89N483.6389.96104.19107.24130.46130.46-8.288.28763.00734.30755.17783.36734.30734.30783.36V2.13-0.201.091.000.891.09-9.009.004.08-7.4115.273.97-7.41-7.413.9787 学士学位论文第4章框架内力组合表4.5横向框架柱内力组合（考虑地震组合作用）杆件跨向截面内力荷载种类内力组合｛Mmax｝及相应的NNmin及相应的MNmax及相应的M恒载0.5（雪+活）地震作用1.2[恒+0.5（雪+活）]+1.3地震作用向左向右向左向右顶层柱A柱柱顶M25.672.02-23.6623.662.4763.9963.992.4763.99N115.664.29-6.646.64135.31152.57152.57135.31152.57柱底M19.772.85-17.8517.853.9450.3550.353.9450.35N130.064.29-6.646.64152.59169.85169.85152.59169.85B柱柱顶M-21.13-1.66-28.1328.13-63.929.22-63.92-63.929.22N122.586.24-3.343.34150.24158.93150.24150.24158.93柱底M-15.95-2.32-23.0123.01-51.847.99-51.84-51.847.99N136.986.24-3.343.34167.52176.21167.52167.52176.21A柱柱顶M14.733.57-35.3735.37-24.0867.8867.88-24.0867.8887 学士学位论文第4章框架内力组合三层柱N206.3717.51-21.7321.73240.41296.91296.91240.41296.91柱底M15.593.36-32.6532.65-19.7165.1965.19-19.7165.19N220.7717.51-21.7321.73257.69314.19314.19257.69314.19B柱柱顶M-12.46-2.88-41.9141.91-72.8936.08-72.89-72.8936.08N235.7525.42-11.2811.28298.74328.07298.74298.74328.07柱底M-12.72-2.75-41.9141.91-73.0535.92-73.05-73.0535.92N250.1525.42-11.2811.28316.02345.35316.02316.02345.35杆件跨向截面内力荷载种类内力组合｛Mmax｝及相应的NNmin及相应的MNmax及相应的M恒载0.5（雪+活）地震作用1.2[恒+0.5（雪+活）]+1.3地震作用向左向右向左向右二层柱A柱柱顶M16.973.51-43.4243.42-31.8781.0281.02-31.8781.02N296.9030.77-43.5443.54336.60449.81449.81336.60449.81柱底M18.633.87-43.4243.42-29.4583.4583.45-29.4583.45N311.3030.77-43.5443.54353.88467.09467.09353.88467.09B柱柱顶M-14.08-2.89-53.5053.50-89.9149.19-89.91-89.9149.1987 学士学位论文第4章框架内力组合N349.1044.56-23.3023.30442.10502.68442.10442.10502.68柱底M-15.18--3.15-53.5053.50-91.5547.55-91.55-91.5547.55N363.5044.56-23.3023.30459.38519.96459.38459.38519.96底层柱A柱柱顶M9.251.93-64.8864.88-70.9397.7697.76-70.9397.76N387.0543.94-73.6573.65421.44612.93612.93421.44612.93柱底M4.630.97-79.2979.29-96.36109.80109.80-96.36109.80N407.8543.94-73.6573.65446.40637.89637.89446.40637.89V-2.67-0.5627.65-27.6532.17-39.93-39.9332.17-39.93B柱柱顶M-7.39-1.53-72.4972.49-104.9483.53-104.94-104.9483.53N462.8363.79-37.8737.87582.71681.18582.71582.71681.18柱底M-3.70-0.77-88.6088.60-120.54109.82-120.54-120.54109.82N483.6363.79-37.8737.87607.67706.14607.67607.67706.14V2.130.4430.98-30.9843.36-37.1943.3643.36-37.1987 学士学位论文第5章框架梁、柱截面设计5框架梁、柱截面设计5.1梁柱截面配筋计算简述根据内力组合结果即可选择截面最不利内力进行截面配筋计算。对框架梁根据横梁控制截面内力设计值利用受弯构件正截面承载力和斜截面承载力公式既可计算出构件所需纵筋和箍筋。梁的配筋计算1.正截面受弯承载力计算采用单筋矩形截面配筋计算公式，取，混凝土选用C30，，，钢筋选用HRB335级，。边框架b=250mm，h0=600-30=570mm；中框架b=250mm，h0=400-30=370mm；，，箍筋选用HPB235，。正截面承载力计算过程见下表。最小配筋率取和中的较大值，实际配筋结果见表。2.斜截面受剪承载力计算箍筋采用HPB235钢，。最小配筋率5.2柱的配筋计算1.正截面的受压承载力计算柱的配筋计算采用对称配筋公式，取取，混凝土选用C30，，，钢筋选用HRB335级，。箍筋选用HPB235，正截面受压承载力计算过程见下表。2.斜截面受剪承载力计算根据《混凝土结构设计规范》的有关规定，受压构件的全部纵向受力钢筋的最小配筋率为0.6%，此处，进行配筋计算，实际配筋情况见表。(1)，取(2)(3)故均可按按构造配箍，选用f8@2087 学士学位论文第5章框架梁、柱截面设计3.梁截面配筋计算分别对AB、BC跨梁进行正截面及斜截面的配筋计算。具体计算过程见表5.1与表5.2。表5.1横梁AB、BC跨正截面配筋计算层次bh截面位置组合内力rREH0实际选用（mm2）M(kN*m)V(kN)顶层250600A3支座-44.0173.110.755700.0550.057258As=402跨中86.06--0.755700.0830.087395As=603B3支座左-64.08-82.070.755700.0620.064292As=402250400B3支座右-39.5124.840.753700.0900.094279As=402跨中-39.51--0.753700.0900.094279As=402C3支座左-17.58-6.90.753700.0350.038143As=402三层250600A2支座-71.41-73.650.755700.0680.069318As=402跨中66.82--0.755700.0630.065306As=402B2支座左-59.54-78.810.755700.0570.060272As=308250400B2支座右-36.96-26.610.753700.0820.085258As=308跨中-12.14--0.753700.0310.03284As=308C2支座左-36.96-26.610.753700.0820.085258As=308二层250600A2支座-83.6960.820.755700.0800.083380As=603跨中81.98--0.755700.0790.080376As=60387 学士学位论文第5章框架梁、柱截面设计B2支座左-60.88-79.410.755700.0580.060272As=402250400B2支座右-54.740.340.753700.1240.133393As=603跨中-14.820.753700.0340.035102As=308C2支座左-54.18-40.340.753700.1240.133393As=603底层250600A1支座-109.9988.950.755700.1060.112512As=603跨中86.940.755700.0830.087395As=603B1支座左-60.41-80.220.755700.0570.059267As=402250400B1支座右-72.854.40.753700.1660.183540As=603跨中-14.890.753700.0340.035102As=308C1支座左-72.8-54.40.753700.1660.183540As=60387 学士学位论文第5章框架梁、柱截面设计表5.2横梁AB、BC跨斜截面受剪配筋计算层次bh截面位置VGB(kN)组合内力V(kN)H0选用箍筋（双肢）备注顶层250600A3支座65.1068.9877.75570173.8均满足最小配箍率要求均满足最小配箍率要求B3支座左70.3468.9882.99570173.8250400B3支座右11.9931.2217.71370112.8C3支座左11.9931.2217.71370112.8三层250600A3支座63.02114.1673.91570173.8B3支座左67.61114.1678.05570173.8250400B3支座右11.2172.8424.6370112.8C3支座左11.2172.8424.6370112.8二层250600A2支座60.78126.8684.04570173.8B2支座左63.72126.8686.98570173.8250400B2支座右11.2172.8424.6370112.8C2支座左11.2172.8424.6370112.8底层250600A1支座59.96248.89105.59570173.8B164.34248.89109.97570173.887 学士学位论文第5章框架梁、柱截面设计支座左250400B1支座右11.2136.7817.95370112.8C1支座左11.2136.7817.95370112.887 学士学位论文第5章框架梁、柱截面设计5.3裂缝验算一层A支座截面，=，满足要求。同理证得了其余层框架梁的裂缝宽度亦满足要求，此处不一一列出。柱截面配筋计算87 学士学位论文第5章框架梁、柱截面设计表5.3框架边柱配筋计算组合边柱顶层三层二层底层|M|maxNmaxNmin|M|maxNmaxNmin|M|maxNmaxNmin|M|maxNmaxNminM(kN·m)44.0120.5744.0144.2044.2024.9649.8527.1449.8566.3910.5463.00N(kN)150.66185.77150.66321.84321.84422.05488.43635.89488.43672.31860.40655.03轴压比0.070.080.070.140.140.180.210.280.210.290.380.29e0(mm)292.11110.73292.1196.1511.8393.59137.34137.3459.1498.7512.2596.18ea(mm)20.0020.0020.0020.0020.0020.0020.0020.0020.0020.0020.0020.00ei(mm)312.11130.73312.11116.1531.83113.59157.34157.3479.14118.7532.25116.18ei/h00.840.350.840.310.090.310.430.430.210.320.090.31z10.760.620.760.360.360.270.230.180.230.170.130.17l0(mm)5400.005400.005400.005400.005400.005400.005400.005400.005400.005400.005400.005400.00l0/h14.5914.5914.5914.5914.5914.5914.5914.5914.5914.5914.5914.59z21.001.001.001.001.001.001.001.001.001.001.001.001.141.271.141.131.131.191.111.161.111.081.231.08525.03335.54525.03347.43347.43264.46305.30242.85305.30298.37209.77296.05215.9126.42215.9138.3138.31-44.66-3.82-66.27-3.8210.75-99.35-13.07判断偏心大大大大大不破坏不破坏不破坏不破坏大不破坏不破坏179143179246246465实配钢筋31831831831831831832032032032032032087 学士学位论文第5章框架梁、柱截面设计表5.4框架中柱配筋计算组合中柱顶层三层二层底层|M|maxNmaxNmin|M|maxNmaxNmin|M|maxNmaxNmin|M|maxNmaxNminM(kN·m)44.50-17.8144.50-60.75-20.80-39.65-58.54-22.62-58.54-68.64-7.83-66.81N(kN)164.41208.22164.41376.87443.12359.59552.01682.68552.01778.68911.39738.52轴压比0.070.090.070.160.190.160.240.300.240.340.400.32e0(mm)270.6685.53270.66161.2046.94-110.26106.0533.13106.05-88.15-8.59-90.46ea(mm)20.0020.0020.0020.0020.0020.0020.0020.0020.0020.0020.0020.00ei(mm)290.66-65.53290.66-141.20-26.94-90.26-86.05-13.13-86.05-68.1511.41-70.4687 学士学位论文第5章框架梁、柱截面设计ei/h00.79-0.180.79-0.38-0.07-0.24-0.23-0.04-0.23-0.180.03-0.19z10.700.550.700.300.260.320.210.170.210.150.130.15l0(mm)5400.005400.005400.005400.005400.005400.005400.005400.005400.005400.005400.005400.00l0/h14.5914.5914.5914.5914.5914.5914.5914.5914.5914.5914.5914.59z21.001.001.001.001.001.001.001.001.001.001.001.001.140.531.140.880.460.80.860.280.860.881.620.88499.99135.52499.9945.96157.6597.7295.66166.3495.66110.15188.50108.29190.87-173.60190.87263.16-151.47-211.40-213.46142.78-213.46198.97-120.62-200.83判断偏心大不破坏大大不破坏不破坏不破坏大不破坏大不破坏不破坏208208385476　612　　实配钢筋31831831831831831832032032032032032087 学士学位论文第6章楼梯结构设计计算6楼梯结构设计计算本工程采用现浇钢筋混凝土板式楼梯，设计混凝土强度等级C20，梯板钢筋为HPB235钢，梯梁钢筋。活荷载标准值为2.5KN/㎡，楼梯栏杆采用金属栏杆。楼梯平面布置见图6-9。图6.1楼梯平面布置6.1梯段板计算1.荷载计算板厚取l0/30，l0为梯段板跨度=300×10+400+200/2=3500板厚h=l0/30=3500/30=116.7，取130。α=arctan150/300=26.57°，cosα=0.894取1m宽板带为计算单元踏步板自重(0.1565+0.3065)/2×0.3×1×25/0.3×1.2=6.95KN/m踏步地面重(0.3+0.15)×0.02×1×20/0.3×1.2=0.72KN/m底板抹灰重0.336×0.02×1×17/0.3×1.2=0.46KN/m栏杆重0.1×1.2=0.12KN/m活载1×0.3×2.5/0.3×1.4=3.50KN/m________________________________________________________=11.75KN/m87 学士学位论文第6章楼梯结构设计计算2.内力计算Mmax=1/10pl2=1×11.75×3.52/10=14.39kN.mVmax=1/2plcosα=11.75×3.5×0.894/2=18.38kN3.配筋计算板的有效高度h0=h-20=130-20=110混凝土抗压强度fc=9.6N/mm2钢筋抗拉强度设计值fy=210N/mm2αs===0.104由表查的=0.913As===613选用φ10@100，(AS=785mm2)梯段板抗剪，因0.7ftbh0=0.7×1.1×1000×110=84700>18.38kN满足抗剪要求。支座构造配φ10@2006.2休息平台板计算按简支板计算。以板宽1m为计算单元，计算跨度近似取：l=2000-200/2=1900板厚取100mm1.荷载计算面层0.02×1×20×1.2=0.48KN/m板自重0.1×1×225×1.2=3.0KN/m板底粉刷0.02×1×17×1.2=0.408KN/m活载2.5×1×1.4=3.5KN/m________________________________________________________=7.388KN/m2.内力计算Mmax=1/10pl2=1×7.388×1.92/10=2.67kN.m3.配筋计算αs===0.043由表查的=0.983As===258选用φ8@150，(AS=335mm2)87 学士学位论文第6章楼梯结构设计计算6.3梯段梁TL1计算截面高度h=L/12=1/12×3600=300,取350高，宽取2001.荷载计算梯段板传11.75×3.675/2=21.59KN/m休息平台板传7.388×1.9/2=7.02KN/m梁自重0.2×0.35×25×1.05×1.2=2.205KN/m________________________________________________________=30.815KN/m2.内力计算Mmax=1C8pl2=1×30.815×3.62/8=49.92kN.m3.配筋计算钢筋采用HRB335钢，h0=350-35=315αs===0.262由表查的=0.675As===783选用3φ18，(AS=763mm2)Vmax=1/2pl=1/2×30.815×3.6=55.47kN.m=0.25×1.0×9.6×200×315=151200N=151.2kN>Vmax=0.7×1.1×200×315=48510N=48.51kN=0.24×1.1/210=0.126%Vcs=+1.25=(0.7×1.1×200×315)+1.25×210×2×28.3×315/150=79.71kN>Nmax=67.52满足要求。87 学士学位论文第6章楼梯结构设计计算87 学士学位论文第7章现浇楼面板设计7现浇楼面板设计本工程楼盖均为整体现浇，楼板布置示意图如图7.1。图7.1楼面板布置示意图根据楼面结构布置的变化，普通房间板厚选用120mm，h0=120-20=100mm；过道部分板厚选用100mm，h0=100-20=80mm。本工程楼板采用弹性理论方法计算内力，且不考虑活荷载不利布置的影响。7.1求支座中点最大弯矩普通房间：恒载设计值g=3.6924.43活载设计值p=2.0走廊部分：恒载设计值g=3.1923.83活载设计值p=2.5故普通房间：q=g+p=7.23则q’=4.43+1.4=5.83q”=2.8×1/2=1.4故走廊部分：q=g+p=7.33则q’=3.83+3.5/2=5.58q”=3.5×1/2=1.757.2板块A计算0.75，跨内弯矩，弯矩系数可查书中附表=0.0318(g+p)=0.0318×7.23×5.42=6.704kN/m支座中点固端弯矩=0.0701(g+p)=0.0701×7.23×5.42=14.779kN/m正截面受弯承载力计算采用C30混凝土HPB235钢筋87 学士学位论文第7章现浇楼面板设计　截面位置　AX　AY　[A]X　[A]Y弯矩设计值（KN.M）　10.946.04　17.78　20.48　0.0760.0420.1240.138　0.0780.0430.1130.139　513313　769　946　实际配筋　　　表7.1板块A配筋计算表7.3板块B计算3.6/5.4=0.67跨内弯矩，弯矩系数可查书中附表=0.0251(g+p)=0.0251×7.23×3.62=2.351kN/m=0.0412(g+p)=0.0412×7.23×3.62=3.86kN/m支座中点固端弯矩=0.0165(g+p)=0.0165×7.23×3.62=1.546kN/m=0.0221(g+p)=0.0221×7.23×3.62=2.071kN/m　截面位置　BX　BY　[B]X　[B]Y弯矩设计值（KN/M）　2.83　4.64　4.18　3.18　0.019　0.0320.0290.022　0.021　0.034　0.029　0.022　143　232　197　150　实际配筋200　200　200　200　表7.2板块B配筋计算87 学士学位论文第7章现浇楼面板设计7.4板块C计算2.4/7.2=0.33，为单向板。查表得板按考虑内力重分布的弯矩计算系数分别为：边跨跨中:，离端第二支座：，中间跨跨中：，中间支座:故：=(g+p)/11=7.33×2.42/11=3.838kN.m=-(g+p)/11=7.33×2.42/11=-3.838kN.m=-(g+p)/14=-7.33×2.42/14=-3.016kN.m=(g+p)/16=7.33×2.42/16=2.639kN.m　截面位置CXCY[C]X[C]Y　弯矩设计值（KN/M）6.096.094.154.74　0.0940.0940.0620.071　0.0990.0990.0640.074421421272315　实际配筋表7.3板块C配筋计算87 学士学位论文第8章基础设计8基础设计8.1荷载计算基础承载力计算时，应采用荷载标准组合。恒k+0.9（活k+风k）或恒k+活k，取两者中大者。以轴线6为计算单元进行基础设计，上部结构传来柱底荷载标准值为边柱柱底：Mk=4.79+0.9×（2.58+19.91）=35.62kN·mNk=418.85+0.9×（94.57+16.18）=518.25kN·mVk=-2.67+0.9×（-1.31+8.05）=4.21kN·m由于恒k+0.9（活k+风k）<恒k+活k，则组合采用（恒k+活k）中柱柱底：Mk=-4.70－1.89=-6.27kN·mNk=493.63+130.46=614.09kN·mVk=2.13+1.09=3.22kN·m底层墙、基础连系梁传来荷载标准值（连系梁顶面标高同基础顶面）墙重：0.000以上：3.6×0.2×3=2.16kN/m（采用轻质填充砌块，y=3.6kN/m3）0.000以下：19×0.24×1.6=7.30kN/m（采用一般粘土砖y=19kN/m3）连梁重：（240×400）25×0.4×0.24=2.4kN/m=2.16+7.30+2.4=11.86kN/m（与纵向轴线距离0.1m）柱A基础底面：Fk=518.25+11.86×7.2=571.62kNMk=35.62+11.86×7.2×0.1+3.40×0.55=46.03kN·m柱B基础底面：Fk=614.09+11.86×7.2=699.48kNMk=-6.27-11.86×7.2×0.1-3.22×0.55=-16.58kN·m8.2荷载计算根据地质条件取2层粉质粘土层作为持力层，设基础在持力层的嵌固深度为0.1m，设天然底面绝对标高（6.720m处）为室外底面，则室外埋深1.1m，室内埋深1.7m。1.A柱(1)初估基地尺寸由于基地尺寸未知，持力层的承载力特征值先考虑深度修正，由于持力层为粉质粘土，故取=1.6=（17.2×1.0+19.3×0.2）/1.1=19.15KN/M3(加权土容重，其中杂填土容重取17.2KN/M3，粉质粘土取19.3KN/M3)f=fK+ηd(d-0.5)γ0=120+1.6×19.15×(1.1-0.5)=138.38kPa87 学士学位论文第8章基础设计A===5.70m2设=1.2b=2.29m取b=2.2ml=2.6m(2)按持力层强度验算基底尺寸：基底形心处竖向力：Fk=571.62+20×2.2×2.6×1/2(1.7+1.1)=731.78kN基基底形心处弯矩：Mk=46.03kN·m偏心距：e===0.062=2×699.48/(138.38-20×1.7)=13.40㎡设l=5m,b=2.8m,A=14㎡软卧层验算：λo==19.33kN/m3Pk==129.92kNPcz=17.2×0.9+19.3×0.9+9.3×3.6=67.31kPa=12.25kN/m3Faz=65+1×12.28×(5.4-0.5)=126.27kPaEs1/Es2=2,z/b=4.5/2.8>0.5,=230Pz==28.81kPaPcz+Pz=67.31+28.81=96.12KPa<126.27kPa（对于淤泥质土，基础宽度承载力修正系数=0）满足要求3.抗震验算根据规范，本工程需进行地基抗震验算；荷载标准组合：恒载+0.5（雪+活）+地震作用A柱：上部传来竖向力:407.85+43.94+73.65=525.44kN底层墙:11.86×7.2=85.39kN竖向力:Nk=578.81kN上部传来弯矩:4.63+0.97+79.29=84.89kN·m底层墙:11.86×7.2×0.1=8.54kN·m弯矩Mk=90.23kN·m柱底剪力Vk=-2.67-0.56-27.73=-30.96kN（B-C）柱：上部传来竖向力：(483.63+63.79+37.87)×2=1170.58kN底层墙:11.86×7.2×2=170.78kNA柱基础持力层强度验算：基底形心处竖向力：Fk=671.21+20×2.2×2.6×0.5×(1.7+1.1)=831.37kN弯矩：Mk=90.23+30.96×0.55=106.16kN·m偏心距：e=107.26/831.37=0.13mPk=831.37/2.2×2.6=145.34kPa<87 学士学位论文第8章基础设计fa=fa=1.1×139.66=153.63kPa=Pk×(1)=134.19×(1)=kPaPmax=177.54KPa<1.2fae=184.36kPa满足要求（B-C）柱基：Fk=1277.32+20×2.1×5×2.8=1856.32kPaPk==133.24KPa100，需验算地基变形。对框架，地基变形特征值为沉降差，其允许值[△]=0.002l（地基中有高压缩性土）1.荷载地基变形验算时，荷载应按准永久组合值进行计算A柱基础Fk=407.85+0.5×88.57+11.86×4.5=505.51kN（B-C）柱基础Fk=2×(483.63+11.86×4.5+0.5×130.46)=1204.462.A柱中心点沉降差由于计算的是柱中心点沉降，利用应力面积法计算时的角点就应为柱中心，矩形面积的长、宽分别为：L’=l/2=1.3m,b’=b/2=1.1mL’/b’=1.3/1.1=1.2Po=-17.55×1.2=100.32kPa初步取计算深度，并由规范查出相应平均附加应力系数。=1.06/46.05=0.023<0.025所以取Zn=7.9mA=P0(-zi-1)==×10-3=4.96MPaPo=100.32KPa0.75fak=91.43kPa87 学士学位论文第8章基础设计查表=0.99Sa=0.99×46.05=45.59㎜3.（B-C）柱中心点沉降差：Po=-17.75×1.2=116.53kPaL’/b’=5/2÷2.8/2=1.8设计算深度Zn=8.0m△z=0.6m△s’/s’=3.12/64.87=0.048>0.025设zn=8.6m,△s’/s’=0.81/65.87=0.012<0.025所以取zn=8.6m=×10-3=5.47KPa=1.0基础沉降差△=Sbc-SA=65.68-45.59=20.09㎜[△]=0.003L=0.003×(6000+1200)=22.5㎜>△（此处B、C柱为联合基础，应取两柱的中心作为计算参考点）所以沉降满足要求。8.4基础结构设计1.荷载设计值基础结构设计时，需按荷载效应基本组合的设计值进行计算。A柱:F=639.17+11.86×7.2×1.2=741.64kN·mM=8.53+11.86×7.2×1.2×0.1+0.55×4.91=21.47kN·m(B-C)柱：Fb=Fc=783.36+11.86×7.2×1.2=885.83kNMb=-Mc=6.89+11.86×7.2×1.2×0.1+0.55×3.97=19.32kN·m2.A柱(1)基底净反力Pj===130.65KPa==130.65=kPa(2)冲切验算=1.0at=400㎜at+2ho=400+2×505=1410㎜Fl基础高度满足要求。(3)配筋Pj1=142.5KPaM1=1/48(l-ac)2[(Pjmax+Pj)(2b+bc)+(Pjmax-P1)b]=145.32kN·mAS1===1523㎜2选φ14@12(As=1583㎜2)M11=1/48(Pjmax－Pjmin)(b－bc)2(2l+ac)=98.77kN·mAs11==1056㎜2按构造钢筋间距要求配14φ12(A=1582㎜2)3.（B-C）柱基基础高度H=0.55m(等厚)(1)基底净反力Pj===126.63kPa(2)冲切验算（计算简图）要求Fi<0.7ftumhoac=bc=0.4mum=(ac+ho)×4=(0.4+0.505)×4=3.62m=1.0,ft=1.1N/㎜287 学士学位论文第8章基础设计Fl=Fb-(ac+2ho)2Pj=886.40-(0.4+2×0.505)2×126.63=634.65kN0.7ftumho=0.7×1×1.1×3.62×505=1407.64kN>Fi所以满足要求(3）纵向内力计算bpj=2.8×126.63=354.56kN/m(4）抗剪验算柱边剪力：Vmax=372.87kN=1.00.7ftbho=0.7×1×1.1×2.8×505=1087.48kN>Vmax满足要求。(5）纵向配筋计算板底层配筋AS===2154㎜2选φ14@200板顶层配筋：按构造配筋φ10@200(6）横向配筋柱下等效梁宽为：ac+2×0.75ho=0.4+2×0.75×0.505=1.16m柱边弯矩:M=××()2=××()2=223.56kN·mAs==1686㎜2选8φ1887 学士学位论文参考文献参考文献[1]中华人民共和国国家标准《混凝土结构设计规范》（GB50010-2002）,中国建筑工业出版社，2002。[2]中华人民共和国国家标准《建筑抗震设计规范》（GBJ50011-2001），中国建筑工业出版社，2001。[3]中华人民共和国国家标准《建筑结构荷载规范》（GB50009-2001）,中国建筑工业出版社，2001。[4]中华人民共和国国家标准《建筑制图标准》（GB/T50104-2001）,中国建筑工业出版社，2001。[5]中华人民共和国国家标准《民用建筑设计通则》（GB50352-2005）,中国建筑工业出版社，2005[6]韩欧主编，《混凝土结构——建筑标准·规范·资料速查系列手册》，中国计划出版社，2007。[7]黄东升、王艳晗、吴强、杨杰、李俊编著，《建筑结构设计》，科学出版社，2006。[8]沈蒲生主编，梁兴文副主编，《混凝土结构设计（第2版）》，高等教育出版社，2005。[9]沈蒲生主编，梁兴文副主编，《混凝土结构设计（第3版）》，高等教育出版社，2007。[10]阎兴华主编，李玉顺、王振、李亚娥副主编，《混凝土结构设计》，科学出版社，2005。[11]张玲、李军华编著，《混凝土结构设计》，机械工业出版社，2006。[12]李必瑜主编，《房屋建筑学》，武汉理工大学出版社，2000。[13]赵西安编《钢筋混凝土高层建筑结构设计》，中国建筑工业出版社，1995。87 学士学位论文参考文献87 学士学位论文致谢致谢毕业设计即将结束，全职的学生生活也随之画上句号。即将走上社会的我，回想大学的生活感慨颇多。在这四年的时间里，认识了很多老师和同学，不论是在生活方面还是在学习方面，他们都给了我很大的帮助。通过这几年的学习，我不仅学到了许多文化知识，而且在做人和为人处世方面也深有所得，在毕业离校之际，深深地向他们表达我最真诚的谢意！在这次毕业设计中，我首先要感谢我的指导老师，他的敬业精神让我深深感动，对我的教导让我终身受益。最重要的是我还要深深地感谢我的父母，他们为我默默操劳支持我读完了大学，他们不辞劳苦的精神，成为我永远前进的动力！我将倍加努力，在新的工作岗位上，用优异的成绩来感谢帮助过我的人。2011-5-2087'