南京工业大学土木工程毕业设计计算书(完整版)

'南京工业大学本科生毕业设计（论文）2011届毕业设计（论文）题目：田湾河公司招待所（方案三）专业：土木工程班级：土木1102姓名指导老师：卢红琴唐明怡徐欣起讫日期：2015.3.22-2015.5.24 南京工业大学本科生毕业设计（论文）2015年6月 南京工业大学本科生毕业设计（论文）摘要框架结构的优点是建筑平面布置灵活，与其他结构相比，它是一种造价较低的结构体系。建筑物外形由单一的矩形发展到L形，弧形等很多形状。建筑物的体形也由单一体形发展到单元组合体型和复杂体型。因此，多层工业，民用和公共建筑均采用框架结构体系。本设计主要对结构方案中第4榀框架进行结构设计，按照最初开题报告所探索的计算步骤进行结构设计，步骤大概如下：确定结构布置选型，结构层间荷载计算，竖向荷载计算，D值法进行风荷载和地震荷载运算，结构内力组合，梁和框架柱截面配筋计算，进行独基设计，最后进行PKPM设计并绘制施工图。关键词：框架结构；分层法；独立基础；结构设计；配筋。 南京工业大学本科生毕业设计（论文）AbstractBecauseoftheadvantagesofframestructureofthebuildinglayoutiflexible，easytosatisfytherequirementssetlargespace,facadeprocessingalsoeasytomeetdemand,theartofarchitecture,framestructureisalowcoststructurecomparedwithotherstructures.ThefigurationofthebuildingchangesfromthesinglerectangulartoL-shaped，prototypesetc.Thebodilyformchangesfromsinglebuildingtotheunitcombinationshapesizeandcomplexshape.Therefore,theframestructureisadoptedinmulti-layerindustrialandcivilandpublicbuildings.The4thhorizontalframestructureisdesignedinthisdesign.Afterdeterminingtheframelayouts,thestandardvaluesofloadsactingonthestructurearecalculatedfirstly.Thentheinternalforcesofthestructurecausedbyverticalconstantloadandliveloadarecalculatedbystratifiedsamplingmethod.Then,thestructuralinternalforces(moment,shearforceandaxialforce).duetohorizontalwindloadiscalculatedbyusingaDvaluemethod.Secondly,theinternalforcesundervariouscircumstancesarecombined.Thesecurityresultsareselectedtocalculatethereinforcementofframebeamsandframecolumn.Then,thestructureoftheshallowfoundationisdesigned.Finally,theshopdrawingoftheframestructureisdrawnbyPKPMandCADsoftware.Keywords：Framestructure；Layeringmethod；Isolatedfoundation；StructureDesign；Reinforcement. 南京工业大学本科生毕业设计（论文）目录第一章结构选型与布置11.1气象资料11.2水文地质资料11.3抗震设防烈度21.4荷载资料2第二章计算简图和荷载计算42.1框架计算简图42.2梁柱截面初选42.3材料强度等级52.4竖向荷载计算52.5风荷载82.6水平地震作用计算9第三章框架内力计算133.1恒荷载作用下的内力计算133.2活荷载作用下的内力计算193.3风荷载作用下内力计算303.4地震作用下的内力计算33第四章内力组合40第五章杆件截面验算48第六章楼梯结构计算设计56 南京工业大学本科生毕业设计（论文）6.1梯段板计算566.3梯段梁TL1计算586.4梯段梁TL2计算58第七章板的设计607.1荷载计算607.2计算简图607.3弯矩设计值607.4正截面受弯承载力计算61第八章基础设计628.1荷载计算628.2确定基础底面积638.3地基变形验算658.4地基变形验算67参考文献70致谢71 南京工业大学本科生毕业设计（论文）第一章结构选型与布置题目：田湾河公司招待所（方案三）1.1气象资料（1）基本风压值：W0=0.3kN/m（2）基本雪压值：So=0.2kN/m1.2水文地质资料1.2.1工程概况本设计为实际应用课题，工程位于四川雅安石棉县，为田湾河公司招待所（方案三）。建筑场地长宽约长47m宽19m，建筑面积约3600m2，底层层高4.2m，其余各层层高均为3.6m，室内外高差0.45m。本工程建筑层数为四层，建筑结构安全等级为二级，设计使用年限为50年，地基基础设计等级为丙级，框架抗震等级为三级，建筑抗震设防类别为丙类，抗震设防烈度为7度(基本地震加速度为0.10g)，地震分组为第二组。底层平面柱网图见附件（可以局部改变柱网）。1.2.2工程地质资料（1）经勘察查明，根据地层的沉积特点和物理力学特性自上而下共可划分为3层，各土层描述如下：杂填土①：杂色，松散。主要建筑垃圾、偶夹少量卵砾石及少量粘性土组成。系新近堆填，未经压实。该层在整个场地均有分布，主要呈层状分布于地表，揭露厚度0.50m左右。粉质粘土②1（Q3fgl）：褐色、褐黄色，可塑状。含铁锰质斑点、结核及氧化物斑点，，光泽反应稍有光滑，切面较光滑，无摇振反应，干强度、韧性中等，结构较致密，揭示厚度1m左右。105 南京工业大学本科生毕业设计（论文）卵石③：杂色，稍湿～饱和。骨架颗粒主要由花岗岩、石英岩、砂岩、闪长岩等组成,中～微风化,磨圆度较好,呈圆形～亚圆形,粒径约为30～180mm,卵石含量约50～75%,充填细砂及砾石,含少量漂石。该层分布连续、稳定、厚度大。卵石层（Q3fgl）④：褐黄色，饱和，骨架颗粒由花岗岩、砂岩等组成，呈强～中风化，亚圆～次菱角形，一般粒径30mm～110mm，偶夹漂石，卵石含量约50～70%,卵石风化强，呈砂状或土状，松散卵石空隙充填为可塑状粘性土和砂粒，稍密～中密卵石空隙充填砾石及少量粘性土。该层分布连续、稳定、厚度大，密实度有从上而下增强的趋势，按卵石的含量和N120动力触探修正锤击数以及触探曲线特征，可将卵石划分成如下三个亚层。(2)基础型式及持力层：本工程采用柱下独立基础；基础持力层位于第3层卵石，地基承载力特征值Fak=300KPa(3)本工程地下水埋深为10米左右，地下水对钢筋混凝土结构不具侵蚀性。(4)建筑场地类别:Ⅱ类（特征周期0.40s）。1.3抗震设防烈度：7度1.4荷载资料（1）招待所楼面活载，查《建筑结构荷载规范》（GB50009-2012），确定房间活载为2.5，走道为3.5；（2）不上人屋面：活载标准值为0.7kN/m2；（3）屋面构造：保护层：20MM1:2.5水泥砂浆，表面抹平隔离层：200G、M2聚酯无纺布防水层：1.2厚合成高分子防水卷材两道105 南京工业大学本科生毕业设计（论文）找平层：20MM厚1:2.5水泥砂浆保温层：75厚挤塑板找坡层：水泥砂浆找坡（1）楼面构造：100厚1:2水泥砂浆面层压实抹光，15厚1:3水泥砂浆找平层，现浇钢筋混凝土楼面板，12厚石灰粉平顶。（2）围护墙：采用240厚轻质砌块。105 南京工业大学本科生毕业设计（论文）图1-1柱网图105 南京工业大学本科生毕业设计（论文）第二章计算简图和荷载计算2.1框架计算简图本工程横向框架计算单元取四榀框架部分，框架的计算简图假定底层柱下端固定于基础，，本工程基础采用柱下独立基础，挖去所有杂填土，基础置于第三层卵石上，基底标高为设计相对标高–1.6m。柱子的高度底层为：h1=4.2+0.9=5.1m（初步假设基础高度0.5m），二～五层柱高为h2～h5=3.6m。柱节点刚接，横梁的计算跨度取柱中心至中心间距离，三跨分别为：L=8000、3000、8000。计算简图见图2-1。图2-1计算简图2.2梁柱截面初选（1）框架柱：全部采用450×450mm（2）105 南京工业大学本科生毕业设计（论文）梁：横向框架梁采用300×650mm，纵向框架梁采用300×650mm，次梁采用250×550mm。（1）板厚：均采用120mm。2.3材料强度等级混凝土：均采用C30级受力钢筋采用HRB400钢筋，箍筋采用HPB300钢筋。2.4竖向荷载计算本例题以④轴线横向框架为计算分析对象2.4.1屋面横梁竖向线荷载标准值a)恒载作用下结构计算简图b）活载作用下结构计算简图图2-2荷载计算简图（1）恒载屋面恒载标准值35厚架空隔热板0.035×25=0.875KN/m2防水层0.4KN/m2105 南京工业大学本科生毕业设计（论文）20厚1:2.5水泥砂浆0.02×20=0.4KN/m2120厚现浇板0.12×25=3KN/m212厚石灰层平顶0.012×16=0.192KN/m2屋面恒载标准值4.87kN/m墙体重2.36×2.95=6.96kN/m梁自重边跨AB,BC,CD跨0.3×0.65×25=4.875kN/m梁侧粉刷2×（0.65-0.12×0.02×17=0.36kN/m5.23kN/m作用在顶层框架梁上的线荷载标准值为：梁自重g4AB1=g4CD1=g4BC1=5.23kN/m板传来荷载g4AB2=g4CD2=g4BC2=4.87×3.9=19kN/m（2）活载作用在顶层框架梁上的线荷载标准值为：q4AB=q4CD=0.7×3.9=2.73kN/m2.4.2楼面横梁竖向荷载标准值（1）恒载25厚水泥砂浆面层0.025×20=0.5KN/m2120厚现浇板0.12×25=3KN/m212厚石灰层平顶0.012×16=0.192KN/m2楼面恒载标准值3.692KN/m2105 南京工业大学本科生毕业设计（论文）AB,BC,CD跨梁自重5.23kN/m作用在楼面层框架梁上的线荷载标准值为：梁自重gAB1=gCD1=gBC1=5.23kN/m板传来荷载g4AB2=g4CD2=g4BC2=4.87×3.9=19kN/m（2）活载作用在顶层框架梁上的线荷载标准值为：q4AB=q4CD=2.5×3.9=9.75kN/m2.4.3屋面框架节点集中荷载标准值（1）恒载边跨纵向框架梁自重0.3×0.65×3.9×25=19.01KN粉刷2×（0.65-0.12）×0.02×3.9×17=1.44KN1.2m女儿墙2×3.9×2.36=11.04KN粉刷1.2×2×0.02×3.9×17=3.18KN次梁部分荷载149.44KN顶层边节点集中荷载184.08KN中柱纵向框架梁自重0.3×0.65×3.9×25=19.01KN粉刷1.41KN纵向框架梁传来屋面自重1.5×3.9×4.87=28.49KN次梁部分荷载131.68KN顶层边节点集中荷载180.59KN（2）活载Q4A=Q4D=0.7×3.9×8×0.5=10.92KNQ4B=Q4C=0.7×1.5×3.9×2+21.87/2=19.12KN105 南京工业大学本科生毕业设计（论文）2.4.4楼面框架节点集中荷载标准值（1）恒载边柱纵向框架梁自重19.01KN粉刷1.41KN钢窗自重2.4×1.5×0.4=1.44KN窗下墙体自重（3.9-0.45）×（3.6-1.5-0.9）×2.36=9.77KN粉刷2×3.45×1.2×0.02×17=2.82KN窗边墙体自重1.5×1.05×2.36=3.72KN粉刷2×1.5×0.525×0.02×17=0.54KN38.71KN中间层边节点集中荷载：GA=GD=194.2KN框架柱自重：GA’=GD’=0.45×0.45×3.6×25=18.23KN中柱纵向框架自重19.01KN粉刷1.41KN内墙自重（忽略门窗）（3.9-0.45）×（3.6-0.65）×2.36=24.02KN粉刷2×3.45×2.95×0.02×17=6.92KN纵向框架梁传来楼面自重：1.5×3.9×3.692=21.6次梁传来部分189.74KN262.7KN中间层中节点集中荷载：GB=GC=262.7KN柱传来集中荷载GB’=GC’=18.23KN105 南京工业大学本科生毕业设计（论文）（1）活载Q4A=Q4D=2.5×3.9×8×0.5=10.92KNQ4B=Q4C=1.5×3.9×3.5×2+39=79.95KN2.5风荷载已知基本风压W0=0.3KN/m2，地面粗糙度为B类，按荷载规范，US：迎风面为0.8；背风面为-0.5，结构高度为16.2<30m。图2-3横向框架上的风荷载表2-1风荷载计算105 南京工业大学本科生毕业设计（论文）层Z(m)μzμsβzWO(KN/m2)A（m2）Pi（KN）4151.141.310.311.75.2311.41.041.310.314.045.6927.811.310.314.045.4814.211.310.315.215.932.6水平地震作用计算2.6.1建筑物总重力荷载代表值GI的计算1.集中在屋盖处的质点重力荷载代表值G450%雪载：0.5×0.2×19×46.8=88.92KN板上荷载屋面荷载2×4.87×46.8×8+4.87×46.8×3=4330.4KN梁自重横向量5.23×19×13=1291.81KN纵向梁（19.01+1.41）×2×12+（19.01+1.41）×2×12=980.16KN柱自重0.45×0.45×25×1.8×28=255.15KN隔墙自重横墙2.36×26×8×1.8+2.36×2×2.4×1.8×0.8=899.9KN纵墙2.36×24×3.9×1.8×（1+0.8）=715.7KN钢窗24×2.4×1.5×0.5×0.4=17.28KN女儿墙2×1.2×2.36×（19+46.8）=372.7KN8965.74KN105 南京工业大学本科生毕业设计（论文）1.集中于三，四层处的质点重力荷载代表值G3-G450%楼面活载：0.5×（46.8×3×3.5+2×3.9×8×3.5+46.8×8×2.5）=822.9KN板上荷载恒载3.692×46.8×19=3282.9KN梁自重横向量5.23×19×13=1291.81KN纵向梁（19.01+1.41）×2×12+（19.01+1.41）×2×12=980.16KN柱自重510.3KN隔墙自重横墙899.9×2=1799.8KN纵墙715.7×2=1431.4KN钢窗17.28×2=34.56KNG2=G3=10153.82KN2.集中在二层处的质点重力荷载代表值G150%楼面活载：0.5×（46.8×3×3.5+2×3.9×8×3.5+46.8×8×2.5）=822.9KN板上荷载恒载3.692×46.8×19=3282.9KN梁自重横向量5.23×19×13=1291.81KN105 南京工业大学本科生毕业设计（论文）纵向梁（19.01+1.41）×2×12+（19.01+1.41）×2×12=980.16KN柱自重0.45×0.45×（1.8+2.55）×25×28=616.6KN隔墙自重横墙2174.8KN纵墙1729.6KN钢窗17.28×2=34.56KNG1=10933.33KN2.6.2地震作用计算1.框架柱的抗侧移刚度在现浇楼板中，对于边框架梁取1.5Io,对中框架梁取2Io，Io为钢梁的惯性矩。表2-2横梁、柱线刚度105 南京工业大学本科生毕业设计（论文）杆件截面EC(KN/mm)I0(mm4)I(mm4)L(mm)i(KN/mm)相对刚度中框架梁300×650306.87×1091.03×101080005.14×1071.332中框架梁300×650306.87×1091.03×101030001.37×1083.549边框架梁300×650306.87×1091.37×101080003.86×1071边框架梁300×650306.87×1091.37×101030001.03×1082.668底层柱450×450303.42×1093.42×10951002.01×1070.521中层柱450×450303.42×1093.42×10936002.01×1070.738表2-3框架柱横向侧移刚度D值105 南京工业大学本科生毕业设计（论文）项目KαcD(KN/mm)根数层柱类型底层边框边柱450×4501.360.410.564中框边柱450×4501.80.4712.410边框中柱450×4504.970.7118.744中框中柱450×4506.610.7720.3210二-五层边框边柱450×4501.920.628.484边框中柱450×4507.040.8311.354中框边柱450×4502.560.679.1610中框中柱450×4509.370.8711.910底层：∑D=4×（8.48+11.35）+10×（9.16+11.9）=289.92KN/mm二～四层：∑D=4×（10.56+18.74）+10×（18.74+20.32）=507.8KN/mm2.框架自振周期的计算表2-4框架顶层假想位移Δ计算表层Gi(KN)ΣGi(KN)ΣD(KN/mm)δ=ΣGi/ΣD总位移Δ(mm)48965.78965.7507.817.66251.64310153.819119.5507.837.65233.98210153.829273.3507.857.65196.33110933.340206.6507.8138.68138.68自振周期为：T1=1.70α0=1.7×0.6×=0.511s3.地震作用计算105 南京工业大学本科生毕业设计（论文）根据本工程设防烈度7，Ⅱ类场地土，设计地震分组为第二组，查表得：αmax=0.08，Tg=0.4sα1==(0.4/0.511)0.92×0.08=0.0645结构等效总重力荷载：Geq=0.85GL=0.85×40206.6=34175.6KN对于多质点体系，结构底部总纵向水平地震作用标准值：FEK=α1Geq=0.06455×34175.6=2187.24KN各楼层的地震作用和地震剪力标准值见表2-4：表2-5楼层地震作用和地震剪力标准值计算表层Hi(m)Gi(KN)GiHiFi(KN)楼层剪力Vi(KN)415.98965.7142554.63757.64+0757.64312.310153.8124891.74663.761421.428.710153.888338.06469.491890.8915.110933.355759.83296.352187.24ΣGiHi=411544.26KNΔFn=δnFEK=0×2187.24=0KN图2-4横向框架上的地震作用105 南京工业大学本科生毕业设计（论文）本工程计算多遇地震作用下横向框架的层间弹性侧移计算见表2-6：表2-6层间弹性侧移验算层hi(m)Vi(KN)ΣD(KN/mm)Δμe=Vi/ΣD(mm)[θe]hi43.6757.64507.81.496.5533.61421.4507.82.796.5523.61890.89507.83.726.5515.12187.24289.927.549.27注：对于钢框架，[θe]取1/550经验算，各层均满足规范要求。105 南京工业大学本科生毕业设计（论文）第三章框架内力计算3.1恒荷载作用下的内力计算3.1.1弯矩分配系数由于本框架为对称结构，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：μA1A0=0.201μA1B1=0.514μA1A2=0.285节点B1：μB1A1=0.305μB1B0=0.119μB1D1=0.406μB1B2=0.169节点A2:μA2A1=μA2A3=0.263μA2B2=0.474节点B2：μB2B1=μB2B3=0.0.161μB2A2=0.291μB2D2=0.387节点A4：μA4B4=0.643μA4A4=0.357节点B4：μB4A4=0.346μB4B3=0.192μB4D4=0.462A3,B3与相应的A2B2一样。105 南京工业大学本科生毕业设计（论文）3.1.2杆件固端弯矩(注：以杆端弯矩的顺时针为正)1.横梁固端弯矩：（1）顶层横梁：1）自重作用MA4B4=-MB4A4=-1/12×8.23×82=-27.89KN·mMB4D4=-1/3×5.23×1.52=-3.92KN·mMD4B4=1/2MB4D4=-1.96KN·m2）板传来的荷载MA4B4=-MB4A4=-1/12×19×82=-101.33KN·mMD4B4=MB4D4=0(2)二~四层横梁：1）自重作用MA1B1=-MB1A1=-1/12×5.23×82=-27.89KN·mMB1D1=-1/3×5.23×1.52=-3.92KN·mMD1B1=1/2MB1D1=-1.96KN·m3）板传来的荷载MA1B1=-MB1A1=-1/12×22.9×82=-122.11KN·mMD1B1=MB1D1=03.1.3节点不平衡弯矩：(1)A4节点：不平衡弯矩：-27.89-101.33=-129.22KN·m105 南京工业大学本科生毕业设计（论文）(2)B4节点：不平衡弯矩：27.89-3.92+101.33=125.3KN·m(3)二到四层的边中不平衡弯矩：边：-27.89-122.11=-150KN·m中：27.89-3.92+122.11=146.08KN·m3.1.4内力计算根据对称原则，只计算AB,BC跨，恒载弯矩分配过程见3-2图，根据梁端弯矩，再通过平衡条件可求出梁端剪力，柱轴力。表3-1AB跨梁端剪力(KN)层qgL(m)gl/2u=ql/2MABMBAΣMIK/LVAVB4195.23820.9276-66.57119.286.5990.33-103.51322.95.23820.9291.58-110.45137.13.33109.17-115.83222.95.23820.9291.58-109.26130.62.67109.83-115.17122.95.23820.9291.58-94.78136.525.22107.28-117.72表3-2BC跨梁端剪力(KN)105 南京工业大学本科生毕业设计（论文）层qgL(m)gl/2u=ql/2VB=gl/2+ql/2VC=-(gl/2+ql/2)405.2337.8507.85-7.85305.2337.8507.85-7.85205.2337.8507.85-7.85105.2337.8507.85-7.85105 南京工业大学本科生毕业设计（论文）图3-2恒载弯矩分配过程105 南京工业大学本科生毕业设计（论文）表3-3AB跨跨中弯矩(KNm)层qgL(m)gl/2u=ql/2MABΣMIK/LVAM=gl/2*l/4+2u-MAB-VA*l/24195.23820.9276-66.576.5990.33-100.91322.95.23820.9291.58-110.453.33109.17-101.23222.95.23820.9291.58-109.262.67109.83-105.06122.95.23820.9291.58-94.785.22107.28-109.34层A,D轴B,C轴柱别横梁端部压力纵梁端部压力柱重轴力横梁端部压力纵梁端部压力柱重轴力4顶90.33184.0818.23274.41111.36180.5918.23291.95底292.64310.183顶109.17194.218.23596.01123.68262.718.23696.56底614.24714.792顶109.83194.218.23918.27123.02262.718.231100.51底936.51118.741顶107.28194.218.231237.9125.57262.718.231507.01底1256.21525.24表3-4柱轴力105 南京工业大学本科生毕业设计（论文）图3-3恒载作用下弯矩图105 南京工业大学本科生毕业设计（论文）图3-4恒载作用下梁剪力，柱轴力105 南京工业大学本科生毕业设计（论文）3.2活荷载作用下的内力计算注意：各不利荷载布置时计算简图不一定是对称形式，为方便计算，近似采用对称结构对称荷载形式简化计算。3.2.1梁固端弯矩1.顶层横梁：MA4B4=-MB4A4=-1/12×2.73×82=-14.56KN·mMD4B4=MB4D4=02.二~四层横梁：MA4B4=-MB4A4=-1/12×9.75×82=-52KN·mMD4B4=MB4D4=0注：由于纵梁没有偏心，所以无柱端附加弯矩。3.2.2本工程考虑如下三种最不利组合：（1）顶层边跨梁跨中弯矩最大；（2）顶层边柱柱顶左侧及柱底右侧受拉最大弯矩；（3）活跨满跨布置；3.2.3节点不平衡弯矩（1）当AB跨布置活载时：MA4=A4B4+A4=-14.56MA1=MA2=MA3=A1B1+A1=-52MB4=B4A4+B4=14.56105 南京工业大学本科生毕业设计（论文）MB1=MB2=MB3=B1A1+B1=52（1）当BC跨布置活载时：MB4=B4A4+B4=0MB1=MB2=MB3=B1A1+B1=0（2）当AB跨和BC跨均布置活载时：MA4=A4B4+A4=-14.56+0=-14.56MA1=MA2=MA3=A1B1+A1=-52+0=-52MB4=B4A4+B4=14.56MB1=MB2=MB3=B1A1+B1=52图3-5活载不利布置a图3-6活载不利布置b105 南京工业大学本科生毕业设计（论文）图3-7活载不利布置c105 南京工业大学本科生毕业设计（论文）3.2.4内力计算采用“迭代法”计算，迭代计算次序同恒载图3-8活载（a）迭代过程105 南京工业大学本科生毕业设计（论文）节点分配顺序：（A4，B3，A2，B1）;（B4，A3，B2，A1）表3-5活载a作用下AB跨梁端剪力(KN)层qu=ql/2MAB（kN.m）MBA（kN.m）ΣMIK/LVA=u-ΣMIK/LVB=-（u+ΣMIK/L）42.7310.92-5.5913.280.969.96-11.88300-4.870.46-0.550.550.5529.7539-31.2347.161.9937.01-40.99100-3.790.36-0.430.430.43活载a作用下BC跨梁端剪力1.2.3.4层q均为0，即1.2.3.4层VB,VC均为0表3-6活载a作用下AB跨跨中弯矩层qlu=ql/2MAB（kN.m）ΣMIK/LVA=u-ΣMIK/LM=u*2-MAB-VA*l/242.73810.92-5.590.969.96-12.413080-4.87-0.550.552.6729.75839-31.231.9937.01-38.811080-3.79-0.430.432.07105 南京工业大学本科生毕业设计（论文）层边柱（A轴）中柱（B轴）横梁纵梁轴力横梁纵梁轴力端部剪力端部剪力端部剪力端部剪力49.9610.9220.8811.8819.123130.553960.43-0.5579.95110.4237.0139136.4440.9979.95231.3410.4339175.8779.9579.95310.86表3-7活载a作用下柱轴力105 南京工业大学本科生毕业设计（论文）图3-9活载（a）弯矩图105 南京工业大学本科生毕业设计（论文）图3-10活载（a）剪力，轴力105 南京工业大学本科生毕业设计（论文）图3-11活载（b）迭代过程节点分配顺序：（A4，B3，A2，B1）;（B4，A3，B2，A1）105 南京工业大学本科生毕业设计（论文）表3-8活载b作用下AB跨梁端剪力(KN)层qu=ql/2MAB（kN.m）MBA（kN.m）ΣMIK/LVA=u-ΣMIK/LVB=-（u+ΣMIK/L）42.7310.92-10.9513.360.310.62-11.2239.7539-32.0646.661.8337.07-40.83200-6.940.29-0.830.830.8319.7539-29.1646.632.1836.82-41.18活载a作用下BC跨梁端剪力1.2.3.4层q均为0，即1.2.3.4层VB,VC均为0表3-9活载b作用下AB跨跨中弯矩层qlu=ql/2MAB（kN.m）ΣMIK/LVA=u-ΣMIK/LM=u*2-MAB-VA*l/242.73810.92-10.930.310.62-9.6939.75839-32.061.8337.07-38.222080-6.94-0.830.833.6219.75839-29.162.1836.82-40.12105 南京工业大学本科生毕业设计（论文）层边柱（A轴）中柱（B轴）横梁纵梁轴力横梁纵梁轴力端部剪力端部剪力端部剪力端部剪力410.6210.9221.5411.2219.1230.34337.073997.6140.8379.95151.1220.8339137.44-0.8379.95230.24136.8239213.2641.1879.95351.37表3-10活载（b）作用下柱轴力105 南京工业大学本科生毕业设计（论文）图3-12活载（b）弯矩图105 南京工业大学本科生毕业设计（论文）图3-13活载（b）剪力，轴力105 南京工业大学本科生毕业设计（论文）图3-14满跨活载迭代过程节点分配顺序：（A4，B3，A2，B1）;（B4，A3，B2，A1）105 南京工业大学本科生毕业设计（论文）105 南京工业大学本科生毕业设计（论文）表3-11满跨活载作用下AB跨梁端剪力(KN)层qu=ql/2MAB（kN.m）MBA（kN.m）ΣMIK/LVA=u-ΣMIK/LVB=-（u+ΣMIK/L）42.7310.92-10.3713.360.3710.55-22.2939.7539-35.5547.021.4337.57-40.4329.7539-38.3247.461.1437.86-40.1419.7539-32.91471.7637.24-40.76活载a作用下BC跨梁端剪力1.2.3.4层q均为0，即1.2.3.4层VB,VC均为0表3-12满跨活载作用下AB跨跨中弯矩层qlu=ql/2MAB（kN.m）ΣMIK/LVA=u-ΣMIK/LM=u*2-MAB-VA*l/242.73810.92-10.370.3710.55-9.9939.75839-35.551.4337.57-36.7329.75839-38.321.1437.86-35.1219.75839-32.911.7637.24-38.05105 南京工业大学本科生毕业设计（论文）层边柱（A轴）中柱（B轴）横梁纵梁轴力横梁纵梁轴力端部剪力端部剪力端部剪力端部剪力410.5510.9221.4711.2919.1230.41337.573998.0440.4379.95150.79237.8639174.940.1479.95270.88137.2439251.1440.7679.95391.59表3-13满跨活载作用下柱轴力105 南京工业大学本科生毕业设计（论文）图3-15满跨活载弯矩105 南京工业大学本科生毕业设计（论文）图3-16满跨活载剪力，轴力105 南京工业大学本科生毕业设计（论文）3.3风荷载作用下内力计算3.3.1水平风载作用下框架层间剪力图3-17风荷载作用下层间剪力表3-14各层柱反弯点位置层次柱别Ka2y2a3y3y0y4边柱1.8--0100.390.39中柱6.61--0100.450.453边柱1.810100.450.45中柱6.6110100.50.452边柱1.8101.200.490.49中柱6.61101.200.50.51边柱2.560.860--00.550.55中柱9.370.860--00.550.55105 南京工业大学本科生毕业设计（论文）表3-15风荷载作用下框架柱剪力及柱端弯矩层次h(m)Vik(KN)ΣD柱别DiVi(KN)yM下M上43.65.265.44边柱12.4-0.990.39-1.39-2.17中柱20.32-1.610.45-2.61-3.1933.610.8965.44边柱12.4-2.060.45-3.34-4.08中柱20.32-3.380.45-5.48-6.6923.616.3765.44边柱12.4-3.100.49-5.47-5.69中柱20.32-5.080.5-9.14-9.1414.222.342.12边柱9.16--4.850.55-11.2-9.17中柱11.9-6.30.55-14.55-11.91图3-18风荷载作用框架弯矩105 南京工业大学本科生毕业设计（论文）图3-19风荷载作用框架梁剪力，柱轴力105 南京工业大学本科生毕业设计（论文）表3-13风荷载作用下梁端、跨中弯矩（KN·m）和剪力（KN）层次柱别M下(KN·m)M上(KN·m)节点左右刚度比边跨梁端弯矩中跨梁端弯矩梁端剪力跨中弯矩左右VAVB左VB右4边柱-1.39-2.1702.17-0.38-0.65中柱-2.61-3.190.380.882.31-0.38-1.543边柱-3.34-4.0805.47-1.00-1.46中柱-5.48-6.690.382.566.74-1.00-4.492边柱-5.47-5.6909.03-1.63-2.5中柱-9.14-9.140.384.0310.59-1.63-7.061边柱-11.2-9.17014.64-2.56-4.42中柱-11.91-11.910.385.815.25-2.56-10.17105 南京工业大学本科生毕业设计（论文）105 南京工业大学本科生毕业设计（论文）表3-14风荷载作用下柱剪力、轴力层次柱别M下M上VAVB左VB右NANB4边柱-1.39-2.17-0.38-0.38中柱-2.61-3.19-0.38-1.54-1.163边柱-3.34-4.08-1.00-1.38中柱-5.48-6.69-1.00-4.49-4.652边柱-5.47-5.69-1.63-3.01中柱-9.14-9.14-1.63-7.06-10.081边柱-11.2-9.17-2.56-5.57中柱-11.91-11.91-2.56-10.17-17.693.4地震作用下的内力计算3.4.10.5(雪+活)荷载作用下横向框架的内力计算按《抗震规范》，计算重力荷载代表值时，顶层取用雪荷载，其他各层取用活荷载。1.横梁荷载计算顶层横梁（雪载）：边跨：0.2×0.5×3.9=0.39KN/m中间跨：0KN/m二~四层横梁（活载）：边跨：0.5×9.75=4.875KN/m105 南京工业大学本科生毕业设计（论文）中跨：0KN/m2.纵梁引起柱端附加弯矩MA4=MB4=MA1=MB1=03.固端弯矩（1）顶层横梁：MA4B4=-MB4A4=-1/12×0.39×82=-2.08KN·mMD4B4=MB4D4=0（2）二~四层横梁：MA4B4=-MB4A4=-1/12×4.875×82=-26KN·mMD4B4=MB4D4=0注：由于纵梁没有偏心，所以无柱端附加弯矩。4.不平衡弯矩MA4=A4B4+A4=-2.08MA1=MA2=MA3=A1B1+A1=-26MB4=B4A4+B4=2.08MB1=MB2=MB3=B1A1+B1=26105 南京工业大学本科生毕业设计（论文）图3-200.5（雪+活）作用下迭代计算105 南京工业大学本科生毕业设计（论文）表3-150.5（雪+活）作用下AB跨梁端剪力(KN)层qu=ql/2MAB（kN.m）MBA（kN.m）ΣMIK/LVA=u-ΣMIK/LVB=-（u+ΣMIK/L）40.391.56-2.981.94-0.131.69-1.4334.8751.56-17.2923.470.7718.73-20.2724.8751.56-19.2323.720.5618.94-20.0614.8751.56-16.4423.50.8818.62-20.380.5（雪+活）作用下BC跨梁端剪力1.2.3.4层q均为0，即1.2.3.4层VB,VC均为0表3-160.5（雪+活）作用下AB跨跨中弯矩层qlu=ql/2MAB（kN.m）ΣMIK/LVA=u-ΣMIK/LM=u*2-MAB-VA*l/240.3981.56-2.98-0.131.69-0.6634.87581.56-17.290.7718.73-18.6324.87581.56-19.230.5618.94-17.5314.87581.56-16.440.8818.62-19.04105 南京工业大学本科生毕业设计（论文）层边柱（A轴）中柱（B轴）横梁纵梁轴力横梁纵梁轴力端部剪力端部剪力端部剪力端部剪力41.695.467.151.439.5610.99318.7319.545.3820.2739.9871.24218.9419.583.8220.2739.98131.28118.6219.5121.9420.2739.98191.64表3-170.5（雪+活）作用下柱轴力105 南京工业大学本科生毕业设计（论文）图3-210.5（风+活）作用下弯矩105 南京工业大学本科生毕业设计（论文）图3-220.5（风+活）作用下框架剪力，柱轴力105 南京工业大学本科生毕业设计（论文）3.4.2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曾见表3-18，梁端弯矩计算过程见表3-20，柱剪力和轴力计算过程见表3-19，框架剪力，柱轴力见图3-23,3-24表3-18地震作用下框架柱剪力(KN)及柱端弯矩(KN·m)层层间剪力总剪力柱别DiΣDVi(KN)yM下M上4757.64757.64边柱12.4507.818.50.39-25.97-40.63中柱20.3230.320.45-49.12-60.033663.761421.4边柱12.4507.834.710.45-56.23-68.73中柱20.3256.880.45-92.15-112.622469.491890.9边柱12.4507.846.170.49-81.44-84.77中柱20.3275.670.5-136.21-136.211296.352187.3边柱9.16289.9369.110.55-193.85-158.61中柱11.989.780.55-251.83-206.05表3-19地震作用下柱剪力、轴力(KN)层次柱别M下M上VDVC左VC右NANB4边柱-25.97-40.63-7.15-7.15-29-7.15中柱-49.12-60.03-21.853边柱-56.23-68.73-15.6-15.6-23.5-24.56中柱-92.15-112.62-82.572边柱-81.44-84.77-20.2-20.2-30.77-50.05中柱-136.21-136.21-167.4105 南京工业大学本科生毕业设计（论文）1边柱-193.85-158.61-25.71-25.71-38.86-91.84中柱-251.83-206.05-290.95105 南京工业大学本科生毕业设计（论文）表3-20地震荷载作用下梁端、跨中弯矩（KN·m）和剪力（KN）层次柱别M下(KN·m)M上(KN·m)节点左右刚度比边跨梁端弯矩中跨梁端弯矩梁端剪力跨中弯矩左右VAVB左VB右----4边柱-25.97-40.63040.63——-7.15-----12.05中柱-49.12-60.030.38—16.5343.5-7.15-29----3边柱-56.23-68.73094.7——-17.41-----25.08中柱-92.15-112.620.38—44.54117.2-17.41-78.13----2边柱-81.44-84.770141——-25.49-----39.06中柱-136.21-136.210.38—62.88165.48-25.49-110.32----1边柱-193.85-158.610240.05——-41.79-----72.9中柱-251.83-206.050.38—94.25248.01-41.79-165.34----105 南京工业大学本科生毕业设计（论文）图2-23地震作用下框架弯矩105 南京工业大学本科生毕业设计（论文）图3-24地震作用框架梁剪力，柱轴力105 南京工业大学本科生毕业设计（论文）第四章内力组合1.内力组合时的单位及正负号弯矩单位为M(KN·m)：正负号：对于柱，内侧受拉为正、外侧受拉为负，对于梁，下侧受拉为正、上侧受拉为负。轴力单位为N(KN)：正负号：柱受压为正，受拉为负。剪力单位为V(KN):正负号：顺时针为正。逆时针为负。2.内力组合（见下表）取β=0.9对梁进行调幅，调幅计算过程见表4-1。一般组合采用三种组合形式即可（见表4-2,4-4）可变荷载效应控制时：a.1.2恒K+1.4活K+0.6*1.4风Kb.1.2恒K+1.4*0.7活K+1.4风K永久荷载效应控制时：1.35恒K+0.7*1.4活K105 南京工业大学本科生毕业设计（论文）表4-1框架梁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Ml0Mr0M0βMlMrM恒载顶层AB-66.57-119.28100.910.90-59.91-107.35110.20BC-76.94-76.94-71.060.90-69.25-69.25-63.37四层AB-110.45-137.10101.230.90-99.41-123.39113.61BC-61.56-61.56-55.680.90-55.40-55.40-49.52三层AB-109.26-130.60105.060.90-98.33-117.54117.05BC-72.05-72.05-66.130.90-64.85-64.85-58.93二层AB-94.78-136.52109.340.90-85.30-122.87120.91BC-74.06-74.06-68.180.90-66.65-66.65-60.77活载（a）顶层AB-5.59-13.2812.410.90-5.03-11.9513.35BC-9.92-9.92-9.920.90-8.93-8.93-8.93四层AB-4.87-0.46-2.670.90-4.38-0.41-2.40BC3.593.593.590.903.233.233.23三层AB-31.23-47.1638.810.90-28.11-42.4442.73BC-26.48-24.48-26.480.90-23.83-22.03-23.93二层AB-3.79-0.36-2.070.90-3.41-0.32-1.86BC0.740.740.740.900.670.670.67活载（b）顶层AB-10.95-13.369.690.90-9.86-12.0210.91BC-5.75-5.75-5.750.90-5.18-5.18-5.18四层AB-32.06-46.6638.220.90-28.85-41.9942.16BC-25.05-25.05-25.050.90-22.55-22.55-22.55三层AB-6.94-0.29-3.620.90-6.25-0.26-3.26BC5.835.835.830.905.255.255.25二层AB-29.16-46.6340.120.90-26.24-41.9743.91BC-27.64-27.64-27.640.90-24.88-24.88-24.88活载（c）顶层AB-10.37-13.369.990.90-9.33-12.0211.18BC-6.14-6.14-6.140.90-5.53-5.53-5.53四层AB-35.55-47.0236.730.90-32.00-42.3240.86BC-22.42-22.42-22.420.90-20.18-20.18-20.18105 南京工业大学本科生毕业设计（论文）三层AB-38.32-47.4635.120.90-34.49-42.7139.41BC-20.53-20.53-20.530.90-18.48-18.48-18.48二层AB-32.91-47.0038.050.90-29.62-42.3042.05BC-24.83-24.83-24.830.90-22.35-22.35-22.350.5（雪载+活载）顶层AB-2.98-1.940.660.90-2.68-1.750.91BC-1.76-1.760.340.90-1.58-1.580.52四层AB-17.29-23.4718.630.90-15.56-21.1220.67BC-11.55-11.55-11.550.90-10.40-10.40-10.40三层AB-19.23-23.7217.530.90-17.31-21.3519.68BC-10.22-10.2210.220.90-9.20-9.2011.24二层AB-16.44-23.5019.040.90-14.80-21.1521.04BC-12.42-12.42-12.420.90-11.18-11.18-11.18105 南京工业大学本科生毕业设计（论文）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+1.4*0.6风1.2恒+1.4*0.7活+1.4风1.35恒+1.4*0.7活abc左风右风左风右风左风右风顶层横梁AB跨梁左端M-59.91-5.03-9.86-9.33-9.862.17-2.17-83.87-87.52-78.52-84.59-90.54V90.339.9610.6210.5510.62-0.380.38122.94123.58118.27119.34132.35跨中M110.2013.3510.9111.1813.350.65-0.65151.48150.38146.23144.41161.85梁右端M-107.35-11.95-12.02-12.02-12.02-0.880.88-146.39-144.91-141.83-139.37-156.70V-103.51-11.88-11.22-11.29-11.88-0.380.38-141.16-140.52-136.39-135.32-151.38BC跨梁左端M-69.25-8.93-5.18-5.53-8.932.31-2.31-93.66-97.54-88.62-95.09-102.24V7.850.000.000.000.00-1.541.548.1310.717.2611.5810.60跨中M-63.37-8.93-5.18-5.53-8.930.000.00-88.55-88.55-84.80-84.80-94.30梁右端M-69.25-8.93-5.18-5.53-8.93-2.312.31-97.54-93.66-95.09-88.62-102.24V-7.850.000.000.000.00-1.541.54-10.71-8.13-11.58-7.26-10.60四层横梁AB跨梁左端M-99.41-4.83-28.85-32.00-32.005.47-5.47-159.50-168.69-142.99-158.31-165.56V109.170.5537.0737.5737.57-1.001.00182.76184.44166.42169.22184.20跨中M113.61-2.4042.1640.8642.161.46-1.46196.58194.13179.69175.60194.69梁右端M-123.39-0.41-41.99-42.32-42.32-2.562.56-209.47-205.17-193.13-185.96-208.05V-115.830.55-40.83-40.43-40.83-1.001.00-197.00-195.32-180.41-177.61-196.38BC跨梁左端M-55.403.23-22.55-20.18-22.556.74-6.74-92.39-103.71-79.14-98.02-96.89V7.850.000.000.000.00-4.494.495.6513.193.1315.7110.60105 南京工业大学本科生毕业设计（论文）跨中M-49.523.23-22.55-20.18-22.550.000.00-90.99-90.99-81.52-81.52-88.95梁右端M-55.403.23-22.55-20.18-22.55-6.746.74-103.71-92.39-98.02-79.14-96.89V-7.850.000.000.000.00-4.494.49-13.19-5.65-15.71-3.13-10.60三层横梁AB跨梁左端M-98.33-28.11-6.25-34.49-34.499.03-9.03-158.70-173.87-139.15-164.44-166.55V109.8337.010.8337.8637.86-1.631.63183.43186.17166.62171.18185.37跨中M117.0542.73-3.2639.4142.732.50-2.50202.38198.18185.84178.84199.89梁右端M-117.54-42.44-0.26-42.71-42.71-4.034.03-204.23-197.46-188.55-177.26-200.53V-115.17-40.990.83-40.14-40.99-1.63-196.96-195.59-180.66-178.37-195.65BC跨梁左端M-64.85-23.835.25-18.48-23.8310.591.63-102.29-109.81-86.35-98.89-110.90V7.850.000.000.000.00-7.064.063.4912.83-0.4615.1010.60跨中M-58.93-23.935.25-18.48-23.930.000.00-104.22-104.22-94.17-94.17-103.01梁右端M-64.85-22.035.25-18.48-22.03-10.5910.59-117.56-99.77-114.24-84.58-109.14V-7.850.000.000.000.00-7.067.06-15.35-3.49-19.300.46-10.60二层横梁AB跨梁左端M-85.30-3.41-26.24-29.62-29.6214.64-14.64-131.53-156.13-110.89-151.88-144.18V107.280.4336.8237.2437.24-2.562.56178.72183.02161.65168.82181.32跨中M120.91-1.8643.9142.0543.914.42-4.42210.28202.85194.31181.94206.26梁右端M-122.87-0.32-41.97-42.30-42.30-5.805.80-211.54-201.79-197.02-180.78-207.33V-117.720.43-41.18-40.76-41.18-2.562.56-201.07-196.77-185.20-178.04-199.28BC跨梁左端M-66.650.67-24.88-22.35-24.8815.25-15.25-102.00-127.62-83.01-125.71-114.36V7.850.000.000.000.00-10.1710.170.8817.96-4.8223.6610.60跨中M-60.770.67-24.88-22.35-24.880.000.00-107.76-107.76-97.31-97.31-106.42梁右端M-66.650.67-24.88-22.35-24.88-15.2515.25-127.62-102.00-125.71-83.01-114.36105 南京工业大学本科生毕业设计（论文）V-7.850.000.000.000.00-10.1710.17-17.96-0.88-23.664.82-10.60105 南京工业大学本科生毕业设计（论文）图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-59.91-2.6840.63-40.63-22.29-127.93V90.331.69-7.157.15101.13119.72跨中M110.200.9112.05-12.05149.00117.67梁右端M-107.35-1.75-16.5316.53-152.41-109.43V-103.51-1.43-7.157.15-135.22-116.63BC跨梁左端M-69.25-1.5843.50-43.50-28.45-141.55V7.850.00-29.0029.00-28.2847.12跨中M-63.370.520.000.00-75.42-75.42梁右端M-69.25-1.58-43.5043.50-141.55-28.45V-7.850.00-29.0029.00-47.1228.28四层横梁AB跨梁左端M-99.41-15.5694.70-94.70-14.85-261.07V109.1718.73-17.4117.41130.85176.11跨中M113.6120.6725.08-25.08193.74128.53梁右端M-123.39-21.12-44.5444.54-231.31-115.51V-115.83-20.27-17.4117.41-185.95-140.69BC跨梁左端M-55.40-10.40117.20-117.2073.40-231.32V7.850.00-78.1378.13-92.15110.99跨中M-49.52-10.400.000.00-71.90-71.90梁右端M-55.40-10.40-117.20117.20-231.3273.40V-7.850.00-78.1378.13-110.9992.15三层横梁AB跨梁左端M-98.33-17.31141.00-141.0044.53-322.07V109.8318.94-25.4925.49121.39187.66跨中M117.0519.6839.06-39.06214.85113.30梁右端M-117.54-21.35-62.8862.88-248.41-84.92V-115.17-20.06-25.4925.49-195.41-129.14BC跨梁左端M-64.85-9.20165.48-165.48126.26-303.98V7.850.00-110.32110.32-134.00152.84跨中M-58.9311.240.000.00-57.23-57.23梁右端M-64.85-21.35-165.48165.48-318.56111.68V-7.850.00-110.32110.32-152.84134.00二层横梁AB跨梁左端M-85.30-14.80240.05-240.05191.95-432.19V107.2818.62-41.7941.7996.75205.41跨中M120.9121.0472.90-72.90265.1175.57梁右端M-122.87-21.15-94.2594.25-295.35-50.30V-117.72-20.38-41.7941.79-220.05-111.39BC跨梁左端M-66.65-11.18248.01-248.01229.02-415.81V7.850.00-165.34165.34-205.52224.36跨中M-60.77-11.180.000.00-86.34-86.34梁右端M-66.65-11.18-248.01248.01-415.81229.02V-7.850.00-165.34165.34-224.36205.52105 南京工业大学本科生毕业设计（论文）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[Mmax]及相应的NNmin及相应的MNmax及相应的M恒载活荷载活载最大值风载1.2恒+1.4活+1.4*0.6风1.2恒+1.4*0.7活+1.4风1.35恒+1.4*0.7活abc左风右风左风右风左风右风顶层柱A柱柱顶M66.575.5910.9510.3710.95-2.172.1793.3997.0487.5893.65100.60100.6087.58100.60N274.4120.8821.5421.4721.54-0.380.38359.13359.77349.87350.93391.56391.56349.87391.56柱底M58.82-0.0318.0315.7018.03-1.381.3894.6796.9986.3290.1997.0897.0886.3297.08N292.6420.8821.5421.4721.54-0.380.38381.00381.64371.75372.81416.17416.17371.75416.17B柱柱顶M-42.34-3.38-7.61-7.18-7.61-3.193.19-64.14-58.78-62.73-53.80-64.62-64.62-62.73-64.62N291.9531.0030.3430.4130.41-1.161.16391.94393.89378.52381.77423.93423.93378.52423.93柱底M-38.87-0.36-11.87-10.78-11.87-2.612.61-65.45-61.07-61.93-54.62-64.11-65.45-61.93-64.11N310.1831.0030.3430.4130.41-1.161.16413.82415.76400.39403.64448.54413.82400.39448.54三层柱A柱柱顶M51.634.9114.0319.8519.85-4.084.0886.3293.1775.7087.1289.1593.1775.7089.15N596.0160.4397.6198.0498.04-1.381.38851.31853.63809.36813.22900.69853.63809.36900.69柱底M52.1915.482.9518.6818.68-3.343.3485.9791.5976.2685.6188.7691.5976.2688.76N614.2460.4397.6198.0498.04-1.381.38873.18875.50831.24835.10925.30875.50831.24925.30B柱柱顶M-36.66-3.69-9.73-13.82-13.82-6.696.69-68.96-57.72-66.90-48.17-63.03-68.96-66.90-63.03N696.56110.40151.12150.79151.12-4.654.651043.531051.35977.46990.481088.451043.53977.461088.45柱底M-40.33-10.27-2.80-13.21-13.21-5.485.48-71.49-62.29-69.01-53.67-67.39-71.49-69.01-67.39N714.79110.40151.12150.79151.12-4.654.651065.411073.22999.341012.361113.061065.41999.341113.06二层柱A柱柱顶M57.0615.744.0019.6619.66-5.695.6991.22100.7879.7795.7096.30100.7895.7096.30N918.27136.44137.44174.90174.90-3.013.011344.261349.311269.111277.541411.071349.311269.111411.07柱底M62.895.6716.1621.8021.80-5.475.47101.39110.5889.17104.49106.27110.5889.17106.27N936.50136.44137.44174.90174.90-3.013.011366.131371.191290.991299.421435.681371.191290.991435.68B柱柱顶M-18.21-10.43-3.34-13.72-13.72-9.149.14-48.74-33.38-48.09-22.50-38.03-48.74-48.09-38.03N1100.51231.34130.24270.88270.88-10.0810.081691.381708.311571.961600.191751.151691.381571.961751.15柱底M-41.81-4.01-10.82-14.83-14.83-9.149.14-78.61-63.26-77.50-51.91-70.98-78.61-77.50-70.98N1118.74231.34230.24270.88270.88-10.0810.081713.251730.191593.841622.061775.761713.251593.841775.76底层柱A柱柱顶M31.89-1.8913.0011.1113.00-9.179.1748.7764.1738.1763.8555.7964.1738.1755.79N1237.98175.87213.26251.14251.14-5.575.571832.491841.851723.901739.491917.391841.851723.901917.39柱底M15.96-0.696.505.566.50-11.2011.2018.8437.669.8441.2027.9241.209.8427.92N1256.21175.87213.26251.14251.14-5.575.571854.371863.731745.771761.371942.001761.371745.771942.00V-9.380.51-3.82-3.45-3.824.85-4.85-12.53-20.68-8.21-21.79-12.18-20.59-9.41-14.03B柱柱顶M-20.550.83-8.10-7.28-8.10-11.9111.91-46.00-26.00-49.27-15.92-35.68-46.00-49.27-35.68N1507.01310.86351.37391.59391.59-17.6917.692341.782371.502167.402216.942418.222341.782167.402418.22M-10.280.42-4.06-3.65-4.06-14.5514.55-30.24-5.80-36.684.06-17.86-36.68-36.68-17.86105 南京工业大学本科生毕业设计（论文）柱底N1525.24310.86351.37391.59391.59-17.6917.692363.652393.372189.282238.812442.832189.282189.282442.83V6.05-0.252.382.142.386.30-6.3015.885.3018.410.7728.1116.8616.8625.71105 南京工业大学本科生毕业设计（论文）表4-5横向框架柱内力组合（考虑地震组合）杆件跨向截面内力荷载种类内力组合|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M66.572.98-40.6340.6330.64136.28136.2830.64136.28N274.417.15-7.157.15328.58347.17347.17328.58347.17柱底M58.827.03-25.9725.9745.26112.78112.7845.26112.78N292.647.15-7.157.15350.45369.04369.04350.45369.04B柱柱顶M-42.34-0.17-60.0360.03-129.0527.03-129.05-129.0524.03N291.9510.99-21.8521.85335.12391.93335.12335.12391.93柱底M-38.87-4.87-49.1249.12-116.3411.37-116.34-116.3411.37N310.1810.99-21.8521.85357.00413.81357.00357.00413.81三层柱A柱柱顶M51.63-17.29-68.7368.73-48.14130.56130.56-48.14130.56N596.0145.38-24.5624.56737.74801.60801.60737.74801.60柱底M52.199.43-56.2356.230.84147.04147.040.84147.04N614.2445.38-24.5624.56759.62823.47823.47759.62823.47B柱柱顶M-36.66-7.06-112.62112.62-198.8793.94-198.87-198.8793.94N696.5671.24-82.5782.57814.021028.70814.02814.021028.70柱底M-40.33-6.67-92.1592.15-176.2063.40-176.20-176.2063.40N714.7971.24-82.5782.57835.901050.58835.90835.901050.58二层柱A柱柱顶M57.06-19.23-84.7784.77-64.81155.60155.60-64.81155.60N918.2783.82-50.0550.051137.441267.571267.571137.441267.57柱底M62.8910.89-81.4481.44-17.34194.41194.41-17.34194.41N936.5083.82-50.0550.051159.321289.451259.451159.321289.45B柱柱顶M-18.21-6.85-136.21136.21-207.15147.00-207.15-207.15147.00N1100.51131.28-167.40167.401260.531695.771230.531260.531695.77柱底M-41.81-7.41-136.21136.21-236.14118.01-236.14-236.14118.01N1118.74131.28-167.40167.401282.401717.641282.401282.401717.64A柱柱顶M31.895.57-158.61158.61-161.24251.15251.15-161.24251.15105 南京工业大学本科生毕业设计（论文）底层柱N1237.98121.94-91.8491.841512.511751.301751.301512.511751.30柱底M15.962.79-193.85193.85-229.51274.51274.51-229.51274.51N1256.21121.94-91.8491.841534.391773.171773.171534.391773.17V-9.38-1.6469.11-69.1176.62-103.07-103.0776.62-103.07B柱柱顶M-20.55-3.64-206.05206.05-296.89238.84-296.89-296.89238.84N1507.01191.64-290.95290.951660.152416.621660.151660.152416.62柱底M-10.28-1.83-251.83251.83-341.91312.85-341.91-341.91312.85N1525.24191.64-290.95290.951682.022438.491682.021682.022438.49V6.051.0789.78-89.78125.26-108.17125.26125.25-108.17105 南京工业大学本科生毕业设计（论文）第五章杆件截面验算经查《抗震规范》知本设计框架抗震等级为三级，在计算地震作用下梁，柱的配筋时需要对梁，柱内力进行调整。为增大“强剪弱弯”的程度，抗震设计中一，二，三级的框架梁，其梁截面组合的剪力设计值应按下式调整：V=ηVB(MBI+MBR)/lN+VGb弯矩组合设计值：Mb=γGMBG+γEHMBE或γGMBG-γEHMBE具体计算过程见下表。表5-5判断是否考虑重力二阶效应层次hiDiGi∑Gi20∑Gi(kN)Di≥20∑Gi(kN)43.65078008965.78965.749809满足33.650780010153.819119.5106219满足23.650780010153.829273.3162629满足14.228992010933.340206.6191460满足105 南京工业大学本科生毕业设计（论文）表5-1横向框架梁AB,BC跨正截面受弯承载力计算层混凝土强度等级b*h（mm2）截面位置组合内力柱边截面弯矩（KN.m）h0（mm）αs=M/(α1fcbh02)ξAs=ξbh0*α1fc/fy实际选用（mm2）备注M（KN.m）V(KN)顶层C30300*650A4支座-90.54132.35-57.45610.000.040.04222.092C14，AS=308ξ＜0.35跨中161.85161.85610.000.100.11648.952C16，2C14ξ＜0.35B4支座左-156.70-151.38-118.86610.000.070.08469.204C14，AS=615ξ＜0.35300*650B4支座右-102.2410.60-99.59610.000.060.06390.512C16ξ＜0.35跨中-94.30-94.30610.000.060.06369.092C16ξ＜0.35C4支座左-102.24-10.60-99.59610.000.060.06390.512C16ξ＜0.35四层C30300*650A3支座-168.89184.44-122.78610.000.080.08485.372C16.1C14ξ＜0.35跨中196.58196.58610.000.120.13798.624C16ξ＜0.35B3支座左-209.47-197.00-160.22610.000.100.11642.022C16,2C14ξ＜0.35300*650B3支座右-103.7113.19-100.41610.000.060.07393.852C16ξ＜0.35跨中-90.99-90.99610.000.060.06355.732C16ξ＜0.35C3支座左-103.71-13.19-100.41610.000.060.07393.852C16ξ＜0.35二层C30300*650A1支座-156.13183.02-110.38610.000.070.07434.432C16,1C14ξ＜0.35跨中210.28210.28610.000.130.14858.852C16,3C14ξ＜0.35B1支座左-211.54-201.07-161.27610.000.100.11646.492C16,2C14ξ＜0.35300*650B1支座右-127.6217.96-123.13610.000.080.08486.812C16，1C14ξ＜0.35105 南京工业大学本科生毕业设计（论文）跨中-107.76-107.76610.000.070.07423.753C18ξ＜0.35C1支座左-127.62-17.96-123.13610.000.080.08486.812C16，1C14ξ＜0.35105 南京工业大学本科生毕业设计（论文）表5-2横向框架梁AB,BC跨正截面抗震验算混凝土强度等级b*h（mm2）截面位置组合内力柱边截面弯矩（kn.m）γREh0(mm)αs=γRE*M/(α1fcbh02)ξAs=ξbh0*α1fc/fy实际选用（mm2）备注M（kN.m）V(KN)C30300*650A4支座-127.93119.72-98.000.756100.0550.0573444C12安全跨中149.00149.000.756100.0840.0885325C12安全B4支座左-152.41-135.22-118.610.756100.0670.0694204C12安全300*650B4支座右-141.5547.12-129.770.756100.0730.0764615C12安全跨中-75.42-75.420.756100.0430.0432633C12安全C4支座左-141.55-47.12-129.770.756100.0730.0764615C12安全C30300*650A3支座-261.07176.11-217.040.756100.1220.1317936C14，AS=923安全跨中193.74193.740.756100.1090.1167025C14,AS=769安全B3支座左-231.31-185.95-184.820.756100.1040.1106685C14，AS=769安全300*650B3支座右-231.32110.99-203.570.756100.1150.1227415C14,AS=769安全跨中-71.90-71.900.756100.0410.0412512C14,AS=308安全C3支座左-231.32-110.99-203.570.756100.1150.1227415C14,AS=769安全C30300*650A1支座-432.19205.41-380.840.756100.2150.24514826C18，AS=1526安全跨中265.11265.110.756100.1490.1639864C18,AS=1017安全B1支座左-295.35-220.05-240.340.756100.1360.1468864C18，AS=1017安全105 南京工业大学本科生毕业设计（论文）300*650B1支座右-415.81224.36-359.720.756100.2030.22913876C18，AS=1526安全跨中-86.34-86.340.756100.0490.0503022C16，AS=401安全C1支座左-415.81-224.36-359.720.756100.2030.22913876C18，AS=1526安全105 南京工业大学本科生毕业设计（论文）表5-3横向框架梁AB,BC跨斜截面受剪承载力计算层次混凝土强度等级b*h（mm2）斜截面位置组合内力V（kn）h00.25βcfcbh0（kn）0.7ftbh0（kn）选用箍筋（双肢）Vcs=0.7ftbh0+fyvAsvh0/S(kn)备注顶层C30300*650A4支座132.35610654.23183.18A8＠100348.74安全B4支座左-151.38610654.23183.18A8＠100348.74安全300*650B4支座右10.60610654.23183.18A8＠100348.74安全C4支座左-10.60610654.23183.18A8＠100348.74安全四层C30300*650A3支座184.44610654.23183.18A8＠100348.74安全B3支座左-197.00610654.23183.18A8＠100348.74安全300*650B3支座右13.19610654.23183.18A8＠100348.74安全C3支座左-13.19610654.23183.18A8＠100348.74安全二层C30300*650A1支座183.02610654.23183.18A8＠100348.74安全B1支座左-201.07610654.23183.18A8＠100348.74安全300*650B1支座右17.96610654.23183.18A8＠100348.74安全C1支座左-17.96610654.23183.18A8＠100348.74安全105 南京工业大学本科生毕业设计（论文）图5-4横向框架梁AB,BC跨斜截面受剪抗震验算层混凝土强度等级b*h（mm2）斜截面位置VGb（kn）Mbl+Mbr（kn.m）组合内力V（kn）h00.2βcfcbh0/γRE（kn）0.42ftbh0/γRE(kn)选用箍筋（双肢）Vcs=（0.42ftbh0+fyvAsvh0/S)/γRE(kn)备注顶层C30300*650A4支座110.42130.13128.31610697.84146.558＠100367.29ρsv＞ρminB4支座左125.93130.13143.82610697.84146.558＠100367.29..300*650B4支座右9.42113.124.97610697.84146.558＠100367.29ρsv＞ρminC4支座左9.42113.124.97610697.84146.558＠100367.29ρsv＞ρmin四层C30300*650A3支座153.48216.46183.24610697.84146.558＠100367.29ρsv＞ρminB3支座左163.32216.46193.08610697.84146.558＠100367.29ρsv＞ρmin300*650B3支座右9.42304.7251.32610697.84146.558＠100367.29ρsv＞ρminC3支座左9.42304.7251.32610697.84146.558＠100367.29ρsv＞ρmin二层C30300*650A1支座左151.08487.3218.08610697.84146.558＠100367.29ρsv＞ρminB1支座左165.72487.3232.72610697.84146.558＠100367.29ρsv＞ρmin300*650B1支座右9.42644.8398.08610697.84146.558＠100367.29ρsv＞ρminC1支座左9.42644.8398.08610697.84146.558＠100367.29ρsv＞ρmin105 南京工业大学本科生毕业设计（论文）表5-6框架柱正截面压弯承载力计算（IMMAXI）（无地震作用组合）柱类别层次混凝土强度bxhlolo/hlo/i柱截面组合内力M1M2N判断是否考虑附加弯矩CmηnsMeo(mm)ea(mm)ei(mm)e(mm)ei-0.3hoN-Nb(kN)判断破坏类型小偏压大偏压选用钢筋备注M(Kn.m)N(Kn)M1/M234-12M1/M2判断ζAs=As`ζx-2a`As=As`(mm)(x＜2a`)As=As`(mm)(x＞2a`)A柱顶层C30450*4503.68.0027.71上端100.60391.5697.08100.60391.56-0.9745.58不考虑100.60256.9220.00276.92461.92153.92-975.11大偏压0.15-19.15270.212C18,As=509P>0.2%下端97.08416.17二层C30450*4503.68.0027.71上端100.781349.31100.58100.781349.31-1.0045.98100.7874.6920.0094.69279.69-28.31-17.36小偏压0.508369.002C18,As=509P>0.2%下端100.581371.79底层C30450*4505.111.3339.26上端64.171841.8541.2064.171841.85-0.6441.70不考虑64.1734.8420.0054.84239.84-68.16475.19小偏压0.726369.002C18,As=509P>0.2%下端41.201761.37B柱顶层C30450*4503.68.0027.71上端-64.62423.93-64.62-65.45413.82-0.9945.8565.45158.1620.00178.16363.1655.16-952.85大偏压0.16-15.6921.252C18,As=509P>0.2%下端-65.45413.82二层C30450*4503.68.0027.71上端-48.741691.38-48.74-78.611713.25-0.6241.44不考虑78.6145.8820.0065.88250.88-57.12346.59小偏压0.677369.002C18,As=509P>0.2%下端-78.611713.25底层C30450*4505.111.3339.26上端-46.002341.78-36.68-46.002341.78-0.8043.5746.0019.6420.0039.64224.64-83.36975.12小偏压0.8332.102C18,As=509P>0.2%下端-36.682189.28表5-7框架柱正截面压弯承载力计算柱类别层次混凝土强度bxh(mm)lo(m)lo/hlo/i柱截面组合内力M1M2N判断是否考虑附加弯矩CmηnsMeo(mm)ea(mm)ei(mm)e(mm)ei-0.3hoN-Nb判断破坏类型小偏压大偏压选用钢筋备注MNM1/M234-12M1/M2判断ζAs=As`(mm)ζx-2a`As=As`(mm)(x＜2a`)As=As`(mm)(x＞2a`)A柱顶层C30450*4503.68.0027.71上端87.58349.8786.3287.58349.87-0.9945.83不考虑87.58250.3220.00270.32455.32147.32-1016.80大偏压0.13-25.63224.112C18,As=509p>0.2%下端86.32371.75二层C30450*4503.68.0027.71上端95.701269.1189.1795.701269.11-0.9345.18不考虑95.7075.4120.0095.41280.41-27.59-97.56小偏压0.45405.002C18,As=509p>0.2%下端89.171290.99底层C30450*4505.111.3339.26上端38.171723.909.8438.171723.90-0.2637.09不考虑38.1722.1420.0042.14227.14-80.86357.24小偏压0.72405.002C18,As=509p>0.2%下端9.841745.77B柱顶层C30450*4503.68.0027.71上端-62.73378.52-61.93-62.73378.52-0.9945.85不考虑62.73165.7220.00185.72370.7262.72-988.15大偏压0.14-21.182.062C18,As=509p>0.2%下端-61.93400.39二层C30450*4503.68.0027.71上端-48.091571.96-48.09-77.501593.84-0.6241.45不考虑77.5048.6220.0068.62253.62-54.38227.18小偏压0.64405.002C18,As=509p>0.2%下端-77.501593.84底层C30450*4505.111.3339.26上端-49.272167.40-36.68-49.272167.40-0.7442.9349.2722.7320.0042.73227.73-80.27800.74小偏压0.81405.002C18,As=509p>0.2%105 南京工业大学本科生毕业设计（论文）不考虑下端-36.682189.28105 南京工业大学本科生毕业设计（论文）表5-8框架柱正截面压弯承载力计算（NMAX）（无地震作用）柱类别层次混凝土强度bxh(mm)lo(m)lo/hlo/i柱截面组合内力M1M2N判断是否考虑附加弯矩CmηnsMeo(mm)ea(mm)ei(mm)e(mm)ei-0.3hoN-Nb(kN)判断破坏类型小偏压大偏压选用钢筋备注M(Kn.m)N(Kn)M1/M234-12M1/M2判断ζAs=As`(mm)ζx-2a`As=As`(mm)(x＜2a`)As=As`(mm)(x＞2a`)A柱顶层C30450*4503.68.0027.71上端100.60391.5697.08100.60391.56-0.9745.58不考虑100.60256.9220.00276.92461.92153.92-975.11大偏压0.15-19.15270.212C18,As=509P>0.2%下端97.08416.17二层C30450*4503.68.0027.71上端96.301400.0796.30106.271435.68-0.9144.87不考虑100.7870.2020.0090.20275.20-32.8069.02小偏压0.555405.002C18,As=509P>0.2%下端106.271435.68底层C30450*4505.111.3339.26上端55.791917.3927.9255.791917.39-0.5040.01不考虑64.1733.4720.0053.47238.47-69.53550.73小偏压0.744405.002C18,As=509P>0.2%下端27.921942.00B柱顶层C30450*4503.68.0027.71上端-64.62423.93-64.11-64.62423.93-0.9945.91不考虑65.45154.3920.00174.39359.3951.39-942.74大偏压0.16-14.1233.772C18,As=509P>0.2%下端-64.11448.54二层C30450*4503.68.0027.71上端-38.031751.15-38.03-70.981775.76-0.5440.43不考虑78.6144.2720.0064.27249.27-58.73409.10小偏压0.696405.002C18,As=509P>0.2%下端-70.981775.76底层C30450*4505.111.3339.26上端-35.682418.22-17.86-35.682418.22-0.5040.01不考虑46.0019.0220.0039.02224.02-83.981051.56小偏压0.842405.002C18,As=509P>0.2%下端-17.862442.835-9框架柱正截面压弯承载力计算（IMMAXI）(有地震作用组合)柱类别层次混凝土强度bxh(mm)lo(m)lo/hlo/i柱截面组合内力轴压比YreM1M2N判断是否考虑附加弯矩CmηnsMeo(mm)ea(mm)ei(mm)e(mm)ei-0.3hoN-Nb(kN)判断破坏类型小偏压大偏压选用钢筋备注M(Kn.m)N(Kn)M1/M234-12M1/M2判断ζAs=As`(mm)ζxx-2a`As=As`(mm)(x＜2a`)As=As`(mm)(x＞2a`)A柱顶层C30450*4503.68.0027.71上端166.95347.170.12166.95170.35369.04-0.9845.76不考虑170.35461.6020.00481.60666.60358.60-997.63大偏压0.14-22.65821.762C22P>0.2%下端170.35369.040.13二层C30450*4503.68.0027.71上端210.151267.570.44210.15330.611259.45-0.6441.63不考虑330.61262.5020.00282.50467.50159.50-107.22大偏压0.48195.72115.721854.566C22P>0.2%下端330.611259.450.43底层C30450*4505.111.3339.26上端133.401751.300.60133.40358.241773.17-0.3738.47不考虑358.24202.0320.00222.03407.0399.03406.51小偏压0.62008.486C22P>0.2%下端358.241773.170.61B柱顶层C30450*4503.68.0027.71上端-161.77335.120.12-161.77-198.82357-0.8143.76不考虑198.82556.9220.00576.92761.92453.92-1009.67大偏压0.14-24.521050.412C22P>0.2%下端-198.82357.000.12二层C30450*4503.68.0027.71上端-244.471230.50.42-244.47-401.121282.4-0.6141.31不考虑401.12312.7920.00332.79517.79209.79-84.26大偏压199.29119.291995.656C22P>0.2%下端-401.121282.40.44底层C30450*4505.111.3339.26上端-296.891660.10.57-0.6741.98446.20265.2820.00285.28470.28162.28315.362120.56C22P>0.2%105 南京工业大学本科生毕业设计（论文）-296.89-446.201682.02不考虑小偏压0.574下端-446.201682.00.58105 南京工业大学本科生毕业设计（论文）5-10框架柱正截面压弯承载力计算（IMminI）(有地震作用组合)柱类别层次混凝土强度bxh(mm)lo(m)lo/hlo/i柱截面组合内力轴压比YreM1M2N判断是否考虑附加弯矩CmηnsMeo(mm)ea(mm)ei(mm)e(mm)ei-0.3hoN-Nb(kN)判断破坏类型小偏压大偏压选用钢筋备注M(Kn.m)N(Kn)M1/M234-12M1/M2判断ζAs=As`(mm)ζxx-2a`As=As`(mm)(x＜2a`)As=As`(mm)(x＞2a`)A柱顶层C30450*4503.68.0027.71上端166.95328.580.11166.95170.35350.45-0.9845.76不考虑170.35486.0920.00506.09691.09383.09-1016.2大偏压0.13-25.54844.79同5-9P>0.2%下端170.35350.450.12二层C30450*4503.68.0027.71上端210.151137.440.39210.15330.611159.32-0.6441.63不考虑330.61285.1820.00305.18490.18182.18-207.35大偏压0.44180.16100.162005.31同5-9P>0.2%下端330.611159.320.40底层C30450*4505.111.3339.26上端133.401512.510.52133.40299.511534.39-0.4539.34不考虑299.51195.2020.00215.20400.2092.20167.73小偏压0.561333.66同5-9P>0.2%下端-299.511534.390.53B柱顶层C30450*4503.68.0027.71上端-161.77335.120.12-161.7-198.8357-0.8143.76不考虑198.82556.9220.00576.92761.92453.92-1009.6大偏压0.14-24.521050.41同5-9P>0.2%下端-198.82357.000.12二层C30450*4503.68.0027.71上端-244.471260.530.44-244.4-401.11282.4-0.6141.31不考虑401.12312.7920.00332.79517.79209.79-84.26大偏压199.29119.292125.85同5-9P>0.2%下端-401.121282.400.44底层C30450*4505.111.3339.26上端-296.891660.150.57-296.8-446.21682.0-0.6741.98不考虑446.20265.2820.00285.28470.28162.28315.36小偏压0.5741204.21同5-9P>0.2%下端-446.201682.00.585-11框架柱正截面压弯承载力计算（NMAX）(有地震作用组合)柱类别层次混凝土强度bxh(mm)lo(m)lo/hlo/i柱截面组合内力轴压比YreM1M2N判断是否考虑附加弯矩CmηnsMeo(mm)ea(mm)ei(mm)e(mm)ei-0.3hoN-Nb(kN)判断破坏类型小偏压大偏压选用钢筋备注M(Kn.m)N(Kn)M1/M234-12M1/M2判断ζAs=As`(mm)ζxx-2a`As=As`(mm)(x＜2a`)As=As`(mm)(x＞2a`)A柱顶层C30450*4503.68.0027.71上端166.95347.170.12166.95170.35369.04-0.9845.76不考虑170.35461.6020.00481.60666.60358.60-997.63大偏压0.14-22.65821.76同5-9P>0.2%下端170.35369.040.13二层C30450*4503.68.0027.71上端210.151267.50.44210.15330.611289.45-0.6441.63不考虑330.61256.4020.00276.40461.40153.40-77.21大偏压0.49200.38120.381986.73同5-9P>0.2%下端330.611289.40.45底层C30450*4505.111.3339.26上端133.401751.30.60133.40358.241773.17-0.3738.47不考虑358.24202.0320.00222.03407.0399.03406.51小偏压0.6002008.48同5-9P>0.2%下端358.241773.10.61B柱顶层C30450*4503.68.0027.71上端-161.77391.930.14-161.77-198.82413.81-0.8143.76不考虑198.82480.4620.00500.46685.46377.46-952.86大偏压0.16-15.69980.04同5-9P>0.2%下端-198.82413.810.14二层C30450*4503.68.0027.71上端-244.471695.70.59-244.47-401.121717.64-0.6141.31不考虑401.12233.5320.00253.53438.53130.53350.98小偏压0.5852195.3同5-9P>0.2%下端-401.121717.60.59底层C30450*4505.111.3339.26上端-296.892416.60.832439.49-0.7342.73408.27167.3620.00187.36372.3664.361072.83小偏压2256.66同5-9P>0.2%105 南京工业大学本科生毕业设计（论文）-296.89-408.27不考虑0.677下端408.272438.40.84105 南京工业大学本科生毕业设计（论文）第六章楼梯结构计算设计本工程采用现浇钢筋板式楼梯，设计混凝土强度等级为C30，梯板钢筋为HPB300钢,梯梁钢筋为HRB400钢。活荷载标准值为3.5KN/m2，楼梯栏杆采用金属栏杆。图6-1楼梯平面布置图6-2踏步详图6.1梯段板计算1.荷载计算板厚取l0/30，l0为梯段板跨度=3000+200=3200板厚h0/30=3200/30=1.6，取120，，cosα=0.858取1m宽板带为计算单元踏步板自重（0.1399+0.2899）/2×0.25×1×25/0.25×1.2=6.45kN/m踏步地面重(0.25+0.15)×0.02×1×20/0.25×1.2=0.77kN/m底板抹灰重0.292×0.02×1×17/0.3×1.2=0.47kN/m105 南京工业大学本科生毕业设计（论文）栏杆重0.1×1.2=0.12kN/m活载1×0.3×3.5/0.3×1.4=4.9kN/m∑=13.30kN/m2.内力计算Mmax=1/10Pl2=1/10×12.64×3.22=12.94KN·mVmax=1/2Plcosα=1/2×12.64×3.2×0.858=17.53KN3.配筋计算板的有效高度h0=h－20=120－20=100，混凝土抗压设计强度fc=14.3N/mm2钢筋抗拉强度设计值fy=270N/mm2αs===0.09查表γs=0.953As===502.9mm2选用C8@100As=644mm2梯段板抗剪因0.7ftbh0=0.7×1.43×1000×100=100100＞17.35KN满足抗剪要求6.2休息平台板计算按简支板计算，简图如下图以板宽1m为计算单元，计算跨度近似取：L=2000-200/2=1900板厚取1001.荷载计算面层0.02×1×20×1.2=0.48kN/m105 南京工业大学本科生毕业设计（论文）板自重0.10×1×25×1.2=3.0kN/m板底粉刷0.02×1×17×1.2=0.408kN/m活载3.5×1×1.4=4.9kN/m∑=8.788kN/m2.内力计算Mmax=1/10Pl2=1/10×8.788×1.92=3.17KN/m3.配筋计算αs===0.035查表γs=0.982As===148mm2选用C8@200As=251mm26.3梯段梁TL1计算截面高度h=L/12=1/12×3900=325，取400高，宽取2001.荷载计算梯段板传12.64×(3+0.2)/2=20.22kN/m休息平台板传8.788×1.9/2=8.35kN/m梁自重0.2×0.4×25×1.05×1.2=2.52kN/m∑=31.09kN/m2.内力计算Mmax=1/8Pl2=1/8×31.09×42=59.1KN·m3.配筋计算钢筋采用HRB400钢，h0=400-35=365105 南京工业大学本科生毕业设计（论文）αs===0.155查表γs=0.915As===491mm2选用2C20As=628mm2Vmax=1/2Pl=1/2×31.09×3.9=60.63KN0.25βCfcbh0=0.25×1×14.3×200×365=260.975＞Vmax0.7ftbh0=0.7×1.43×200×365=73.73＞Vmax只需配置箍筋计算Vcs按构造要求，选C6@300双肢箍筋6.4梯段梁TL2计算截面高度h=L/12=1/12×3900=325，取400高，宽取2001.荷载计算梯段板传12.64×(3+0.2)/2=20.22kN/m休息平台板传8.788×2.9/2=12.74kN/m梁自重0.2×0.4×25×1.05×1.2=2.52kN/m∑=35.48kN/m2.内力计算Mmax=1/8Pl2=1/8×35.48×42=67.46KN·m3.配筋计算钢筋采用HRB400钢，h0=400-35=365αs===0.177查表γs=0.902105 南京工业大学本科生毕业设计（论文）As===569mm2选用2C20As=628mm2Vmax=1/2Pl=1/2×35.48×3.9=69.186KN0.25βCfcbh0=0.25×1×14.3×200×365=260.98＞Vmax0.7ftbh0=0.7×1.43×200×365=73.73＞Vmax只需配置箍筋计算Vcs按构造要求，选C6@300双肢箍筋105 南京工业大学本科生毕业设计（论文）第七章板的设计7.1荷载计算板的永久荷载设计值水磨石面层0.65kN/m2120mm厚钢筋荷载标准值0.12×25=3kN/m220mm厚混合砂浆0.02×17=0.34kN/m23.99kN/m2板的可变荷载标准值2.5kN/m2永久荷载设计值g=3.99×1.2=4.79kN/m2可变荷载设计值q=2.5×1.4=3.5kN/m2荷载总设计值g+q=8.29kN/m27.2计算简图按塑性内力重分布设计，板的计算跨度：边跨：l01=ln=3900-180-125=3595mm中跨：l02=ln=3900-250=3650mm因跨度相差小于10%，按等跨连续板计算，取1m宽板带作为计算单元。105 南京工业大学本科生毕业设计（论文）图7-1连续板计算简图7.3弯矩设计值不考虑板拱作用截面弯矩的折减，板的弯矩系数am分别为：边支座1/16；边跨中1/11；离端第二支座-1/11；中跨中1/16;中间支座-1/14。MA=-(g+q)l012/16=-8.29*3.5952/16=-6.7knmM1=-(g+q)l012/11=-8.29*3.5952/11=9.74knmMB=-(g+q)l012/11=-8.29*3.5952/11=-9.74knmMC=-(g+q)l022/14=-8.29*3.652/14=-7.89knmM2=-(g+q)l022/16=-8.29*3.652/16=6.9knm7.4正截面受弯承载力计算环境类别I级，C30混凝土，板的最小保护层厚度15mm，假定纵向钢筋直径d为10mm，板厚120，截面有效高度h0=h-c-d/2=120-15-10/2=100mm；板宽b=1000mm，C30混凝土α1=1，fc=14.3KN/mm2;HPB300钢筋，fy=270N/mm2。表7-1板的配筋计算105 南京工业大学本科生毕业设计（论文）截面A1B2C3弯矩设计值-6.79.74-9.746.9-7.896.9as=M/(a1fcbh02)0.0470.0680.0680.0480.0550.048§=1-√1-2as0.048<0.350.070.07<0.350.0490.057<0.350.049AS=§h0a1fc/fy254370.7370.7259.5301.9259.5实际配筋Φ8@170Φ10@200Φ10@200Φ8@170Φ8/10@200Φ8@170支座截面§均小于0.35，符合塑性内力重分布的原则，AS/(bh)=296/(1000*120)=0.25%，大于0.45ft/fy=0.45*1.43/270=0.24%，同时大于0.2%，满足最小配筋率。第八章基础设计按照《地基基础设计规范》和《建筑抗震设计规范》的有关规定，上部结构传至基础顶面上的荷载只需按照荷载效应的基本组合来确定。105 南京工业大学本科生毕业设计（论文）混凝土设计强度等级采用C30，基础底板设计采用HPB300、HRB400钢筋，室内外高差0.45m，基础埋置深度2.05m，上柱断面为450×450，地基承载力标准值取fak=300KPa。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④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（表4-4）：边柱柱底:Mk=15.96+6.5=22.46kNmNk=1256.21+251.14=1039.1kNVk=-9.383.82=-13.2kN中柱柱底:Mk=-10.28-4.06=-14.34kN×mNk=1525.24+391.59=1916.83kNVk=6.05+2.38=8.6kN底层墙、基础连系梁传来荷载标准值墙重：±0.00以上：3.6×0.24×3.3=2.85KN/m（采用轻质填充砌块，g=3.6kN/m）±0.00以下：19×0.24×0.9=4.1KN/m（采用一般粘土砖，g=19kN/m）连梁重：（550×240）25´0.4´0.55=2.4kN/m∑=2.85+4.1+2.4=9.35KN/m（与纵向轴线距离0.1）柱A基础底面：Fk=1507.35+9.35´3.9=1543.82kNMk=22.46+9.35´3.9×0.1+13.2×0.55=66.19kN×m柱B基础底面：Fk=1916.83+9.35´3.9=1953.295kNMk=-14.34-9.35´3.9´0.1-8.43×0.55=-22.62kN×m105 南京工业大学本科生毕业设计（论文）8.2确定基础底面积根据地质条件取③层卵石作为持力层，设基础在持力层中的嵌固深度为0.1m，设天然地面为室外地面，则室外埋深1.6m，室内埋深2.05m，（室内外高差0.45m），土层分布及埋深见图8-1。1.A柱：（1）初估基底尺寸由于基底尺寸未知，持力层土的承载力特征值先仅考虑深度修正，由于持力层为卵石层，故取ηd=4.4gm=（17.2´0.5+19.3´1.0+25×0.1）/1.6=19.7kN/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，卵石容重取25.0kN/m3）fa=fak+ηd×γm×(d-0.5)=300+4.4×19.7×(1.6-0.5)=356.34kPaA≥1.1fk/(fa-γGd)=1.1×1543.82/[356.34-20×0.5(1.6+2.05)]=5.16㎡设l/b=1,b=√A=2.27取l=b=2.3m图8-1土层分布及埋深105 南京工业大学本科生毕业设计（论文）（2）按持力层强度验算基底尺寸：基底形心处竖向力：åFk=1534.82+20´2.3´2.3´0.5(2.05+1.6)=1689.3kN基底形心处弯矩：åMk=66.19kN×m偏心距：e=66.19/1689.3=0.039m＜l/6=0.38mPk=åFk/A=1689.3/2.32=319.34kPaFl基础高度满足要求。（3）配筋MⅠ=MⅡ=Pjmax(b-bt)2(2l+at)=*394.67*1.852*(4.6+0.45)=284.22kN.mAsⅠ==284.22*106/(0.9*360*505)=1737mm2选12C14,As=1846mm2AsⅡ==284.22*106/(0.9*360*491)=1786mm2选12C14，As=1846mm2图8-2基础剖面尺寸示意图105 南京工业大学本科生毕业设计（论文）3.B柱：（1）基底净反力：Pj=F/A=2484.76/2.62=367.57kPaPjmax=F/A+M/W=367.57+36.19/(1/6*2.6*2.6*2.6)=379.92kPaPjmin=F/A-M/W=367.57-36.19/(1/6*2.6*2.6*2.6)=355.22kPa(2)冲切验算基础高度≤800,βhp=1.0at=450mmab=450+2*505=1460mm则am=（at+ab）/2=955mmAl=(l/2-at/2-h0)b-(b/2-at/2-h0)2=(1.3-0.225-0.505)*2.6-(1.3-0.225-0.505)2=1.15㎡Fl=PjmaxAl=379.92*1.15=439.61kN0.7βhpftamh0=0.7*1*1.43*0.955*505=482.76>Fl基础高度满足要求。（3）配筋MⅠ=MⅡ=Pjmax(b-bt)2(2l+at)=*379.92*2.152*(5.2+0.45)=413.43kN.mAsⅠ==413.43*106/(0.9*360*505)=2109mm2选14C14,As=2154mm2选14C14，As=2154mm2105 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南京工业大学本科生毕业设计（论文）致谢经过两个多月的时间，我如期完成了题为“四川雅安田湾河公司招待所（三方案）”的毕业设计，在设计期间，我碰到了各种专业的问题，都及时得到了卢红琴老师悉心的解答与指导。在没有规范参考的情况下，卢红琴老师给我们复印了一些规范资料和设计模板进行参照与分析，并且详细地给我们介绍设计的每一步骤，耐心讲解了如何运用力学的知识计算结构的荷载、内力以及配筋。最后在使用PKPM结构设计辅助软件设计结构时，指导老师们不仅在课上传授我们软件知识，并且课余时还亲自单独联系我们进行进一步详细指导。除此之外，组员们之间也非常热心地互相帮助，都能够把自己所掌握的知识讲解给我。本次毕业设计让我巩固了大学四年以来所学的专业知识，并且从设计过程中学到很多建筑结构方面的知识，以及了解和掌握了如何使用PKPM结构设计辅助软件。对此，我要对在我整个毕业设计过程中对我进行指导的唐明怡，卢红琴和徐欣老师表示最诚挚的感谢，同时，我还要对整个过程中对我给予帮助的同学表示感谢，谢谢你们大家。今后，我将用我的所学知识，回报社会，为母校争光！105'