7层钢筋混凝土框架结构设计计算书 105页

'7层钢筋混凝土框架结构设计计算书摘要本论文综合运用所学的专业知识，根据设计任务书的要求进行了钢筋混凝土结构办公楼的建筑设计、结构设计。设计过程遵循先建筑后结构再基础的顺序进行。建筑设计，依据建筑总体规划要求、建筑用地条件和基地周边的环境特点，首先设计建筑平面，其次进行立面造型、剖面设计。建筑设计应满足使用功能和造型艺术的要求，并适应未来发展与灵活改造的需要。结构设计密切联系建筑设计，以现行的有关规范为依据，主要包括结构选型及结构布置、确定计算简图及计算单元、荷载计算、侧移控制、内力组合、构件设计、楼梯设计、基础设计等内容。本工程采用钢筋混凝土结构框架结构体系（横向承重），选择了有代表性的一榀框架进行计算。对于竖向荷载作用采用弯矩二次分配法，水平荷载作用采用D值法。设计计算整个过程中综合考虑了技术经济指标和施工工业化的要求，由于本工程位于7.5度抗震设防区，所以计算时不考虑抗震要求。施工组织设计主要包括施工准备工作、施工部署、主要项目的施工方法以及技术质量、安全生产、文明施工方面的一系列措施。关键词：建筑设计结构设计施工组织设计荷载计算IV ABSTRACTThisthesisusestheprofessionalknowledgesyntheticallyaccordingtotherequestofthedesignprogram.Thedesignoftheofficebuildingincludesarchitecturaldesign,structuraldesignandconstructionmanagementdesign.Thedesignprocessfollowstheorder:firstly,architecturaldesign;secondly,structuraldesign;lastly,thefoundationdesign.Thearchitecturaldesign,accordingtothemasterplanofthebuilding,thesitecondition,peripheralurbanenvironment,andcharacteristicofthebasedesignthebuildingplainatfirst.Theelevationdesigniscarriedonsecondly,consideringbuildingclassifyandfireprevention.Thearchitecturaldesignshouldmeettheneedsofthefunctionalrequirement,theuserequirementanddevelopmentandflexibletransformationinthefuture.Structuraldesignmaintainsclosetieswiththearchitecturaldesign,whichisbasedoncurrentrelevantcodes.Itincludesthestructurestyle,thepreliminaryestimationforthestructuralmembers,confirmationofthesketchandunitforcalculation,sidewaycontrol,loadcalculation,componentdesign,slab-stairsdesign,flooroverlaydesignandfoundationdesign.Thisprojectadoptscast-in-placereinforcedconcretestructure(transversebearing),whichhaschosenarepresentativeframetocalculate.Verticalloadfunctionadoptsmomentdistributionmethod,levelloadfunctionadoptsDvaluemethod,andseismicloadfunctionadoptsequivalentbaseshearmethod.Duringthedesignprocessearthquake-resistantdesign,technicaleconomyindexandconstructionindustrializedrequestaresyntheticallyconsidered.Constructionmanagementdesignincludesthepreparationofconstruction,constructionschedule,themainconstructionmethodandaseriesofmeasuresfortechnologicalquality,safetyinproductionandcivilizationconstruction.Keywords:Architecturaldesign,Structuraldesign,Constructionmanagementdesign,LoadcalculationIV 前言结构设计是土木工程毕业设计的重要阶段，是毕业前的综合学习阶段,是深化、拓宽、综合教学的重要过程,是对大学期间所学专业知识的全面总结。本组毕业设计题目为《浙江临海苍山科研综合楼设计》。在结构前期，我复习了《结构力学》、《土力学与基础工程》、《混凝土结构》、《建筑结构抗震设计》等知识，并借阅了《抗震规范》、《混凝土规范》、《荷载规范》、《砌体规范》、《地基基础规范》等规范。在网上搜集了不少资料，并做了笔记。在结构设计中期，我们通过所学的基本理论、专业知识和基本技能进行计算和分析。在结构设计后期，主要进行设计手稿的电脑输入和PKPM计算出图（并有一张手画基础图），并得到老师的审批和指正，使我圆满的完成了任务，在此表示衷心的感谢。结构设计的六周里，在指导老师的帮助下，经过资料查阅、设计计算、以及外文的翻译，加深了对新规范、规程、手册等相关内容的理解。巩固了专业知识、提高了综合分析、解决问题的能力。在进行内力组合的计算时，进一步了解了Excel；在绘图时熟练掌握了AutoCAD，PKPM等专业软件。以上所有这些从不同方面达到了毕业设计的目的与要求。框架结构设计的计算工作量很大，在计算过程中以手算为主，辅以一些计算软件的校正。由于自己水平有限，难免有不妥和疏忽之处，敬请各位老师批评指正。本工程为浙江临海苍山科研综合楼设计，采用现浇钢筋混凝土框架结构，纵横双向框架承重。根据规划及房屋使用要求采用七层的结构，层高为3.9m。建筑平面布置，剖面布置及各节点祥图详见建筑图。IV 安徽工程大学毕业设计（论文）第一章建筑设计方案1.1工程地质条件1．1.1抗震设防抗震设防烈度为7.5度,地震加速度值为0.15g,地震分组为第三组.1.1.2地质资料（1）第一层填土，不宜做为天然地基土，建议全部挖除。（2）层号土层名称土壤重度（）层底深度H(m)1填土1712可塑性粘土（孔隙比e=0.800,液性指数IL=0.62）180101833砾石土层（孔隙比e=0.80,液性指数IL=-0.21）30020204.5（3）采用天然地基是较适宜的方案，建议以第四层粘土作为主体结构的地基持力层。（4）基坑开挖时，建议基坑允许坡度值为1:0.35。（5）根据波速实验及地脉动测试结果，该建筑场地为Ⅱ类中硬场地。（6）勘察期间，测得场地地下水静止水位埋深为10.20-10.90m，可不考虑水质对基础混凝土的侵蚀性。（7）地区地震基本烈度为6度。最大冻土深度按0.50m考虑。-77- 安徽工程大学毕业设计（论文）1．1.4设计标高室内设计标高0.00，室内外高差600mm1．1.5活荷载标准值活荷载：楼面活荷载标准值为2.0KN/，走廊、门厅活荷载标准值为2.5KN/，楼梯活荷载采用3.5KN/，屋面采用不上人屋面均布活荷载标准值为0.7KN/。1.2主要建筑做法主要建筑做法说明见建筑做法总说明。门窗做法：门均为铝合金门，窗均为铝合金窗,门窗尺寸见建筑做法总说明：门窗表1.3建筑结构选型、平面布置及构件截面初估1.3.1结构选型本工程是浙江临海苍山科研综合楼设计，建筑面积为5733㎡，层数为7层，根据使用要求采用框架结构，楼面采用现浇板，框架梁、柱为现浇整体构件，基础采用钢筋混凝土柱下独立基础。1．3.2框架结构平面布置框架结构平面布置如下图：-77- 安徽工程大学毕业设计（论文）1.3.3构件截面初估1）框架梁1截面尺寸的确定：高h:(1/8—1/12)L取h=600㎜宽b:(1/3—1/2)h取b=300㎜框架梁2截面尺寸的确定：取h=400㎜b=250㎜3）框架柱截面的初步估定：中柱截面尺寸的确定：A=a2==0.29㎡取b×h=600mm×600mm,为计算简便，边柱中柱尺寸取相同。-77- 安徽工程大学毕业设计（论文）第二章结构设计方案2.1确定计算简图本工程横向框架计算单元取如下图,框架度计算简图假定底层住下端固定于基础,按工程地质资料提供度数据,查《建筑抗震设计规范》可判断该场地为三类场地土，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，基础置于第二层塑性黏土层上，基底标高为设计相对标高-2.100m。柱子的高度底层为：h=3.6+2.1-0.5=5.2m，二～六层柱高为3.600m。柱节点刚度、横梁的计算跨度取柱中心至中心间距离，三跨分别为6900,2400,6900。计简图见下图2-1-77- 安徽工程大学毕业设计（论文）计算简图2-22.2材料强度等级主体采用现浇钢筋混凝土框架结构，肋梁楼盖。混凝土强度等级为C30，钢筋采用HPB300和HRB400级钢筋。内外墙均采用小型混凝土空心砌块，厚度200mm。2.3荷载计算：1.屋面横梁竖向线荷载标准值（1）恒载屋面横载标准值35厚架空隔热板n0.035×25=0.875KN/㎡防水层0.4KN/㎡20厚1:3水泥砂浆找平层0.02×20=0.4KN/㎡卷材防水层0.10×25=2.5KN/㎡12厚纸筋石灰粉平顶0.012×16=0.192KN/㎡合计4.367KN/㎡梁自重边跨AB、CD跨0.30×0.6×25=4.5KN/㎡梁侧粉刷：2×（0.6-0.10）×0.02×17=0.33KN/㎡-77- 安徽工程大学毕业设计（论文）合计4.83KN/㎡中跨BC跨：0.25×0.4×25=2.50KN/㎡梁侧粉刷：2×（0.4-0.10）×0.02×17=0.19KN/㎡合计2.69KN/㎡作用在顶层框架梁上的线恒荷载标准值梁自重g6AB1=g6CD1=4.83KN/m，g6BC=2.69KN/m板传来的荷载：g6AB2=g6CD2=4.367×3.5=15.3KN/mg4BC2=4.367×2.4=10.49KN/m（2）活载作用在顶层框架梁上的线活荷载标准值为：q6AB=q6CD=0.7×3.5=2.45KN/mq6BC=0.7×2.4=1.68KN/m2.楼面横梁竖向线荷载标准值（1）恒载25厚水泥砂浆面层0.025×20=0.50KN/m100厚刚混凝土现浇板0.10×25=2.5KN/m12厚楼底粉刷0.012×16=0.192KN/m楼面横载标准值3.192KN/m边跨（AB、CD跨）框架梁自重：4.83KN/m中跨（BC跨）梁自重：2.69KN/m作用在楼面屋框架梁上的线荷载标准值为：梁自重：gAB1=gCD1=4.83KN/mgBC1=2.69KN/m板传来的荷载：gAB2=gCD2=3.192×3.5=11.17KN/mgBC2=3.192×2.4=7.66KN/m（2）活载楼面活载：qAB=qCD=2×3.5=7.0KN/m-77- 安徽工程大学毕业设计（论文）qBC=2×2.4=4.8KN/m3.屋面框架节点集中荷载标准值（1）恒载边跨连续梁自重:0.25×0.40×3.5×25=8.75KN粉刷:2×(0.4-0.12)×0.02×3.5×17=0.67KN1.3m高女儿墙:1.3×3.5×3.6=16.38KN边跨连续梁自重:0.25×0.40×3.5×25=8.75KN粉刷:1.3×2×0.02×3.5×17=3.09KN连续梁传来屋面自重0.5×3.5×0.5×3.5×4.367=13.37K顶层边节点集中荷载G6A=G6D=42.26KN中柱续梁自重:0.25×0.40×3.5×25=8.75KN粉刷:((0.4-0.12)+(0.4-0.10))×0.02×3.5×17=0.69KN连续梁传来屋面自重0.5×3.5×0.5×3.5×4.367=13.37KN0.5×(3.5+3.5-2.4)×2.4/2×4.367=13.05KN顶层中节点集中荷载G6B=G6C=34.86KN（2）活载Q6A=Q6D=0.25×3.5×0.5×3.5×0.7=2.14KNQ6B=Q6C=0.5×3.5×0.5×3.5×0.7+0.5×(3.5+3.5-2.4)×2.4/2×0.7=4.08KN4.楼面框架节点集中荷载标准值-77- 安徽工程大学毕业设计（论文）(1)恒载(此处胃康灵天超强重量)边柱连续梁自重8.75KN粉刷0.67KN连续梁传来楼面自重:0.5×3.5×0.5×3.5×3.192=9.79KN19.2KN中间层边节点集中荷载:GA=GD=19.20KN框架自重:G’A=G’D=0.6×0.6×3.6×25=32.4KN中柱连续梁自重32.4KN粉刷:0.69KN连续梁传来楼面自重:0.5×3.5×0.5×3.5×3.192=9.78KN0.5×(3.5+3.5-2.4)×2.4/2×3.192=8.81KN51.68KN中间层中节点集中荷载:GB=GC=51.68KN柱传来集中荷载:==32.4KN(2)活载QA=QD=0.5×3.5×0.5×3.5×2.0=6.125KNQB=QC=0.5×3.5×0.5×3.5×2.0+0.5×(3.5+3.5-2.4)×2.4/2=11.65KN5.地震作用-77- 安徽工程大学毕业设计（论文）(1）建筑物总重力荷载代表值计算1)集中于屋盖处的质点重力荷载代表值:50％雪载:0.5×0.65×16.2×42=221.13KN屋面恒载：4.367×426.9×2+4.37×43×2.4=2971.61KN横梁:(4.83×6×2+2.69×2.4)×13=950.43KN纵梁:(8.75+0.67)×12×2+(8.75+0.67)×12×2=452.16KN女儿墙:1.3×3.6×(4.2+16.2)×2=544.8KN柱重：0.6×0.6×25×1.8×52=842.4KN恒墙：3.6×［16×6.9×1.8+(2.4×1.8-1.5×2.1/2)×2］=735KN纵墙：3.5×3.6×1.8×22+(3.5×1.8-1.8×2.1/2)×24×3.6=879.98KN刚窗：24×1.8×2.1×0.5×0.4=18.144KN=7616KN2)集中于三、四、五层处的质点重力荷载代表值～50％楼面活载:0.5×2.0×16.2×42=680.4KN屋面恒载：3.192×6.9×2×42+3.84×42×2.4=2171.8KN横梁:(4.83×6×2+2.69×2.4)×13=950.43KN纵梁:(8.75+0.67)×12×2+(8.75+0.67)×12×2=452.16KN柱重：842.4×2=1684.8KN恒墙：735×2=1470KN纵墙：879.98×2=1759.96KN刚窗：18.144×2=36.288KN====9205.8KN2)集中于二层处的质点重力荷载代表值:50％楼面活载:0.5×2.0×16.2×42=680.4KN屋面恒载：3.192×6.9×2×42+3.84×42×2.4=2171.8KN横梁:(4.83×6×2+2.69×2.4)×13=950.43KN纵梁:(8.75+0.67)×12×2+(8.75+0.67)×12×2=452.16KN柱重：(2.6+1.8)×52×0.6×0.6×25=2059.2KN恒墙：735+735×2.6/1.8=1796.7KN-77- 安徽工程大学毕业设计（论文）纵墙：879.98+879.98×2.6/1.8=2151.1KN刚窗：18.144×2=36.288KNG1=9205.8KN2.5.5地震作用计算4.2.1框架柱的抗侧移刚度：考虑楼盖对框架梁的影响，在现浇楼盖中，在计算梁、柱刚度时，中框架梁的抗弯惯性矩I=2I0；边框架梁取I=1.5I0；I0为框架梁按矩形截面计算的截面惯性矩。横梁、柱的线刚度见表2-1。梁、柱线刚度表2-1杆件截面尺寸Ec(kN/mm2)Io(mm4)I(mm4)L(mm)i=EcI/L(kN.mm)相对刚度B(mm)H(mm)边框架梁300600305.4×1098.1×10969003.5222×1071边框架梁250400301.33×1092.0×10924003.98×1071.409中框架梁3006003010.8×1091.08×10969004.36×1071.333中框架梁250400302.66×1092.66×10924005.31×1070.944底层框架柱600600301.08×1091.08×10952001.68×1071.769中层框架柱600600301.08×1091.08×10936002.42×1071.769每层框架柱总的抗侧移刚度见2-2表框架柱横向侧移刚度D值表2-2项目K=∑iC/2iz（一般层）K=∑ic/iz（底层）αc=K/(2+K)（一般层）αc=(0.5+K)/(2+K)（底层）D=αciz(12/h2）根数层柱类型及截面二至五层边框架边柱（500×500）0.6690.2520.84边框架中柱（500×500）0.7990.2924.14中框架边柱（500×500）0.7610.2823.322中框架中柱（500×500）11.5600.4436.722底边框架边柱（500×500）0.9210.39911.034-77- 安徽工程大学毕业设计（论文）层边框架中柱（500×500）1.1510.5214.44中框架边柱（500×500）1.0990.5214.422中框架中柱（500×500）2.2540.6518.0122底层：∑D=4×（11.03+14.4）+22×（18.1+14.4）=814.7KN/mm二～六层：4×（20.8+24.1）+22×（23.3+36.4）=1486.4KN/mm2.5.6框架自振周期计算：则自振周期为：T1=1.7α0=1.7×0.6×=0.381s其中α0为考虑结构非承重砖墙的结构折减系数，对于框架取0.6，Δ为框架顶点水平位移，计算见表2-3框架顶点假想水平位移Δ计算表表2-3层Gi(kN)∑Gi(kN)∑D(kN/mm)δ=∑Gi/∑D(层间相对位移）总位移Δ（mm)58188.518188.51460.717.77465.2448857.3117045.82460.737.05447.4738857.3125903.13460.756.22410.4228857.3134760.44460.775.45354.2019037.9043798.34157.12278.75278.75楼层地震作用和地震剪力标准值计算表表2-4层Hi(m)Gi(kN)GiHiFi=Fn+ΔFn(顶层）Fi=GiHiFEK(1-δn)/∑GiHi(其他层)楼层剪力Vi(kN)519.68188.51160494.79522.46522.46416.08857.31141716.96447.80970.26-77- 安徽工程大学毕业设计（论文）312.48857.31109830.64357.531327.7928.88857.3177944.33253.731581.5215.29037.946997.08152.991734.512.5.7地震作用计算根据地震设防烈度7度，Ⅱ类土，设计烈度为第一组，查《建筑抗震设计规范》，特征周期Tg=0.35s，αmax=0.08α1=（Tg/T1）0.9αmax=（0.35/0.551）0.9×0.08=0.053结构等效总重力荷载：Geq=0.85GL=0.85×43798.34=37228.6KNT1>1.4Tg=1.4×0.35=0.49s，故需考虑框架顶部附加集中作用图2-4横向框架的地震作用-77- 安徽工程大学毕业设计（论文）第3章框架内力计算3.1恒载作用下的框架内力计算3.1.1弯矩分配系数由于该框架为对称结构，取框架的一半进行计算，如图3-1。（a）恒载；（b）承担产生的节点不平衡弯矩图3-1横向框架承担的恒载节点不平衡弯矩节点A1：SA1A0=4iA1A0=4×1.769=7.076SA1B1=4iA1B1=4×1.333=5.332SA1A2=4×2.555=10.22∑S=4(7.076+5.332+10.22)=22.628uA1A0=SA1A0/∑S=7.076/22.628=0.313uA1B1=SA1B1/∑S=5.332/22.628=0.236uA1A2=SA1A2/∑S=10.22/22.628=0.452节点B1:SB1D1=2×0.944=1.888∑S=4(7.076+5.332+10.22)+2×0.944=24.516-77- 安徽工程大学毕业设计（论文）uB1A1=4×1.333/24.516=0.218uB1B2=4×2.555/24.516=0.416uB1D1=2×0.944/24.51613.84=0.077uB1B0=4×1.769/24.516=0.289节点A2:uA1A2=uA2A3=4×2.555/4×(2.555+1.333+2.555)=0.397uA2B2=4×1.333/4×(2.555+1.333+2.555)=0.206节点B2:uB2A2=4×1.333/(4×(2.555+1.333+2.555)+2×0.944)=0.193uB2B1=UB2B3=2.555×4/(4×(2.555+1.333+2.555)+2×0.944)=0.370uB2D2=0.944×2/(4×(2.555+1.333+2.555)+2×0.944)=0.067节点A6:∑S=4×(1.333+2.555)=15.552uA6B64×1.333/15.552=0.343uA6A5=4×2.555/15.552=0.667节点B6:∑S=4×(2.555+1.333)+2×0.944=17.44uB5A5=4×1.333/17.44=0.306uB5B4=4×2.555/17.44=0.586uB5D4=2×0.944/17.44=0.1083.1.2杆件固端弯矩固端弯矩一律以顺时针方向为正（1）横梁固端弯矩杆端弯矩一律以顺时针方向为正，如图3-1图3-1杆端及节点弯矩正方向1）顶层横梁:自重作用：MA6B6=-MB6A6=-1/12ql2=-1/12×4.83×6.92=-19.24kN∙m-77- 安徽工程大学毕业设计（论文）MB6D6=-1/3∙ql2=-1/3×2.69×1.22=-1.29KN∙mMD6B6=1/2MB5D5=-0.646KN∙m板传来的荷载作用：MA6B6=-MB6A6=-1/12ql2(1-2a2/l2+a3/l3)=-1/12×15.3×6.92×(1-2×1.752/6.92+1.753/6.93)=-53.88KN∙mMB6A6=-5/95∙ql2=-5/96×10.49×2.42=-3.15KN∙mMD5B5=-1/32∙ql2=-1/32×10.49×2.42=-1.889KN∙m2）二～五层横梁自重作用：MA1B1=-MB1A1=-1/12ql2=-1/12×4.83×6.92=-19.24kN∙mMB1D1=-1/3∙ql2=-1/3×2.69×1.22=-1.29KN∙mMD1B1=1/2MB1D1=-0.64KN∙m板传来的荷载作用：MA1B1=-MB1A1=-1/12ql2(1-2a2/l2+a3/l3)=-1/12×11.17×6.92×(1-2×1.752/6.92+1.753/6.93)=-39.34KN∙mMB1D1=-5/95∙ql2=-5/96×7.66×2.42=-2.30KN∙mMD1B1=-1/32∙ql2=-1/32×7.66×2.42=-1.38KN∙m（2）纵梁引起柱端附加弯矩顶层外纵梁MA5=-MD5=42.26×0.15=6.339KN∙m楼层外纵梁MA1=-MD1=19.2×0.15=2.88KN∙m顶层中纵梁MB5=-MC5=-34.86×0.15=-5.229KN∙m楼层中纵梁MB1=-MC1=-51.68×0.15=-7.752KN∙m(3).节点不平衡弯矩横向框架节点的不平衡弯矩为通过该节点的各杆件在节点端得固端弯矩与通过该节点的纵梁引起的柱端横向附加弯矩之和。节点A5的不平衡弯矩：MA5B5=MA5纵梁=-19.16-53.88+6.339=-66.701KN∙m横向框架的节点不平衡如图3-1(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图3-2，恒载作用下弯矩图见图3-3，梁剪力、柱轴力见图3-4-77- 安徽工程大学毕业设计（论文）-77- 安徽工程大学毕业设计（论文）在按图3-2恒载弯矩分配过程图3-3恒载作用下弯矩图图3-4恒载作用下梁剪力、轴力图（KN）-77- 安徽工程大学毕业设计（论文）根据所求处得梁端弯矩，再通过平衡条件，即可求出恒载作用下梁剪力、柱轴力，结果见表3-1～表3-4表3–1AB跨梁端剪力（kN）层q(kN/m)(自重作用)g(kN/m)(自重作用)a(m)l(m)gl/2u=(l–a)×q/2MAB(kN·m)MBA(kN·m)∑Mik/lVA=gl/2+u–∑Mik/lVB=–(gl/2+u+∑Mik/l)615.34.831.756.916.6739.40-36.3159.803.4052.67-59.47511.174.831.756.916.6728.76-53.0669.392.3743.06-47.80411.174.831.756.916.6728.76-47.0568.433.1042.33-48.53311.174.831.756.916.6728.76-61.1364.230.4544.98-45.88211.174.831.756.916.6728.76-47.0549.390.3445.09-45.77111.174.831.756.916.6728.7653.0664.231.6243.81-47.05表3–2BC跨梁端剪力（kN）层q(kN/m)(板传来荷载作用)g(kN/m)(自重作用)l(m)gl/2l×q/4VB=gl/2+l×q/4VC=–(gl/2+l×q/4)610.492.692.43.236.299.52-9.5257.662.692.43.234.607.82-7.8247.662.692.43.234.607.82-7.8237.662.692.43.234.607.82-7.8227.662.692.43.234.607.82-7.8217.662.692.43.234.607.82-7.82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/lVA=gl/2+u–∑Mik/lM=gl/2×l/4+u×1.05–MAB–VA×L/2615.304.831.756.916.677777777739.40-36.313.4052.67-62.15511.174.831.756.916.6728.76-53.062.3743.06-40.13411.174.831.756.916.6728.76-47.053.1042.33-40.40311.174.831.756.916.6728.76-61.130.4544.98-42.81211.174.831.756.916.6728.76-47.050.3445.09-43.15111.174.831.756.916.6728.76-53.061.6243.81-45.74-77- 安徽工程大学毕业设计（论文）表3–4柱轴力（kN）层边柱A轴、D轴边柱B轴、C轴横梁端部压力纵梁端部压力柱重柱轴力横梁端部压力纵梁端部压力柱重柱轴力6柱顶52.6742.2632.494.9368.9934.8632.40103.85柱底127.33136.255柱顶43.0619.232.462.2655.6251.6832.40107.3柱底94.66139.74柱顶42.3319.232.461.5348.2251.6832.4099.9柱底93.93132.33柱顶44.9819.232.464.1850.6351.6832.40102.31柱底96.58134.712柱顶45.0919.232.464.2950.9751.6832.40102.65柱底96.69135.051柱顶43.8119.232.463.0153.5651.6832.40105.24柱底95.41137.643.2活载作用下的框架内力3.2.1梁固端弯矩（1）顶层MA5B5=-MB5A5=-1/12ql2(1-2a2/l2+a3/l3)=-1/12×2.45×6.92×(1-2×1.752/6.92+1.273/6.93)=-8.31kN∙mMB5D5=-5/96∙ql2=-5/96×1.68×2.42=-0.50KN∙mMD5B5=-1/32∙ql2=-0.30KN∙m（2）二～五层横梁MA1B1=-MB1A15=-1/12ql2(1-2a2/l2+a3/l3)=-1/12×7.0×6.92×(1-2×1.752/6.92+1.753/6.93)-77- 安徽工程大学毕业设计（论文）=-23.74kN∙mMB1D1=-5/96∙ql2=-5/96×4.8×2.42=-1.44KN∙mMD1B1=-1/32MB1D1=-0.86KN∙m3.1.2纵梁偏心引起柱端附加弯矩顶层外纵梁MA5=-MD5=2.14×0.15=0.321KN∙m楼层外纵梁MA1=-MD1=6.13×0.15=0.92KN∙m顶层中纵梁MB5=-MC5=-4.08×0.15=-0.612KN∙mMB5=-MC5=-2.77×0.15=-0.42KN∙m（仅BC跨作用活载时）楼层中纵梁MB1=-MC1=-11.65×0.15=-1.75KN∙mMB1=-MC1=-7.92×0.15=-1.19KN∙m（仅BC跨作用活载时）3.1.3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，如图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3-5活载最不利布置a图3-6活载最不利布置b-77- 安徽工程大学毕业设计（论文）图3-5活载最不利布置c图3-6活载最不利布置d当AB跨布置活载时：MA5=MA5B5+MA5=-8.31+0.32=-7.99KN∙MMA1=MA2=MA3=MA4=MA1B1+MA1=-23.74+0.92=-22.82KN∙MMB5=MB5A5+MB5=8.31-0.32=7.99KN∙MMB1=MB2=MB3=MB4=MB1A1+MB1=23.74-0.92=22.82KN∙M当BC跨布置活载时：MB5=MB5D5+MB5=-0.5-0.42=-0.92KN∙MMB1=MB2=MB3=MB4=MB1D1+MB1=-1.44-1.19=-2.63KN∙M当AB跨和BC跨均布置活载时：MA5=MA5B5+MA5=-8.31+0.32=-7.99KN∙M-77- 安徽工程大学毕业设计（论文）MA1=MA2=MA3=MA4=MA1B1+MA1=-23.74+0.92=-22.82KN∙MMB5=MB5A5+MB5=8.31-0.612-0.5=7.198KN∙MMB1=MB2=MB3=MB4=MB1A1+MB1+MB1D1=23.74-1.75-1.44=20.55KN∙M4.内力计算采用迭代法计算，迭代次序同恒载，如图3-7、图3-10、图3-13、图3-16。活载(a)作用下梁弯矩、剪力、轴力如图3-8、图3-9。活载(b)作用下梁弯矩、剪力、轴力如图3-11、图3-12。活载(c)作用下梁弯矩、剪力、轴力如图3-14、图3-15。活载(d)作用下梁弯矩、剪力、轴力如图3-17、图3-18。-77- 安徽工程大学毕业设计（论文）图3-7活载（a）迭代过程-77- 安徽工程大学毕业设计（论文）图3-8活载（a）弯矩图图3-9活载（a）剪力、轴力（KN）-77- 安徽工程大学毕业设计（论文）图3-10活载（b）迭代过程-77- 安徽工程大学毕业设计（论文）图3-11活载（b）弯矩图图3-12活载（b）剪力、轴力（KN）-77- 安徽工程大学毕业设计（论文）图3-13活载（c）迭代过程-77- 安徽工程大学毕业设计（论文）图3-14活载（c）弯矩图图3-15活载（c）剪力、轴力（KN）-77- 安徽工程大学毕业设计（论文）图3-16活载（d）迭代过程-77- 安徽工程大学毕业设计（论文）图3-17活载（d）弯矩图图3-18活载（d）剪力、轴力（KN）-77- 安徽工程大学毕业设计（论文）根据所求出的梁端弯矩，在通过平衡条件，即可求出恒载条件下的梁的剪力、柱轴力，结果见表3-5～3-20表3-5活载(a）作用下AB跨梁端剪力层q(KN/m)a(m)u=(L-a)×q/2MAB(KN·m)MBA(KN·m)∑Mik/lVA=u-∑Mik/lVB=-(u+∑Mik/l)62.451.7553.152.257.32-4.407.950.516.81-7.8440.002.250.00-2.841.55-0.190.190.1839.002.2520.93-19.0424.730.8220.10-21.7520.002.250.00-1.791.20-0.090.090.0910.002.250.00-0.29-0.02-0.040.040.04活载(a）作用下BC跨梁端剪力表3-6层q(KN/m)l(m)ql/4VB=ql/4(KN)VC=-ql/4(KN)50.003.000.000.000.0046.003.004.504.50-4.5030.003.000.000.000.0026.003.004.504.50-4.5010.003.000.000.000.00活载(a）作用下AB跨跨中弯矩(KN·m)表3-7层q(KN/m)（板传来荷载作用）a(m)l(m)u=(l-a)×q/2MAB(KN·m)∑Mik/lVC=u-∑Mik/lM=u×1.05-MAB-VA×l/253.152.256.97.32-4.400.516.81-11.40402.256.90.00-2.84-0.190.193.46392.256.920.93-19.040.8220.10-28.34202.256.90.00-1.79-0.090.091.50102.256.90.00-0.29-0.040.040.14-77- 安徽工程大学毕业设计（论文）活载（a)作用下柱轴力3-8层边柱（A轴)中柱（B轴）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56.813.5410.356.416.7013.114-0.1810.1320.304.6821.3839.17320.1110.1350.5421.7521.3882.302-0.0810.1360.594.4221.38108.101-0.0410.1370.680.0421.38129.52活载(b）作用下AB跨梁端剪力表3-9层q(KN/m)a(m)u=(L-a)×q/2MAB(KN·m)MBA(KN·m)∑Mik/lVA=u-∑Mik/lVB=-(u+∑Mik/l)53.152.257.32-7.608.000.067.27-7.3849.002.2520.93-19.7824.760.7220.20-21.6530.002.250.00-3.410.97-0.350.350.3529.002.2520.93-20.4425.280.7020.22-21.6319.002.2520.93-24.5326.190.2420.68-21.17活载(b）作用下BC跨梁端剪力表3-10层q(KN/m)l(m)ql/4VB=ql/4(KN)VC=-ql/4(KN)5030004030003634.54.5-4.5203000103000-77- 安徽工程大学毕业设计（论文）活载(b）作用下AB跨跨中弯矩（KN·m）表3-11层q(KN/m)（板传来荷载作用）a(m)l(m)u=(L-a)×q/2MAB(KN·m)∑Mik/lVA=u-∑Mik/lM=u×1.52-MAB-VA×l/253.152.256.907.32-7.600.067.27-9.7849.002.256.9020.93-19.780.7220.20-27.9530.002.256.900.00-3.41-0.350.352.1929.002.256.9020.93-20.440.7020.22-28.4119.002.256.9020.93-24.530.2420.68-25.91活载（b）作用下柱轴力计算表3-12层边柱（A轴)边柱（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KN57.263.5410.807.386.7014.08420.2110.1341.1421.6521.3857.1133.5010.1354.774.1521.38100.12220.2310.1385.1321.6321.38143.13120.6910.13115.9521.6321.38186.14活载(c）作用下AB跨梁端剪力表3-13层q(KN/m)a(m)u=(L-a)×q/2MAB(KN·m)MBA(KN·m)∑Mik/lVA=u-∑Mik/lVB=-(u+∑Mik/l)53.152.257.32-6.477.510.157.17-7.47492.2520.93-14.4524.571.4719.46-22.39302.250.000.231.250.21-0.21-0.21292.2520.93-34.1113.98-2.9223.84-18.01192.2520.93-15.9329.181.9219.00-22.85-77- 安徽工程大学毕业设计（论文）活载(c）作用下BC跨梁端剪力表3-14层q(KN/m)l(m)ql/4VB=ql/4(KN)VC=-ql/4(KN)5030004634.54.5-4.53030002634.54.5-4.5103000活载(c）作用下AB跨跨中弯矩（KN·m）表3-15层q(KN/m)（板传来荷载作用）a(m)l(m)u=(L-a)×q/2MAB(KN·m)∑Mik/lVA=u-∑Mik/lM=u×1.05-MAB-VC×l/253.152.256.907.32-6.470.157.17-10.5949.002.256.9020.93-14.451.4719.46-30.7130.002.256.900.000.230.21-0.210.5129.002.256.9020.93-34.11-2.9223.84-26.1819.002.256.9020.93-15.931.9222.85-40.93活载（c）作用下柱轴力计算表3-16层边柱（A轴)边柱（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KN57.173.5410.717.476.7014.17419.4610.1340.3025.8921.3861.443-0.2110.1350.220.2121.3883.03223.8510.1384.2022.5021.38126.91123.8510.13118.1822.8521.38171.14-77- 安徽工程大学毕业设计（论文）满跨活载作用下梁剪力AB跨梁端剪力表3-17层q(KN/m)a(m)u=(L-a)×q/2MAB(KN·m)MBA(KN·m)∑Mik/lVA=u-∑Mik/lVD=-(u+∑Mik/l)53.152.257.32-7.097.950.127.20-7.4549.002.2520.93-21.5326.000.6520.28-21.5739.002.2520.93-22.7725.320.3720.56-21.2929.002.2520.93-27.5113.97-1.9622.89-18.9619.002.2520.93-20.2816.19-0.5921.52-20.33满跨活载作用下BC跨梁端剪力表3-18层q(KN/m)l(m)ql/4VB=ql/4(KN)VC=-ql/4(KN)52.131.581.58-1.584634.54.5-4.53634.54.5-4.52634.54.5-4.51634.54.5-4.5满跨活载作用下AB跨跨中弯矩（KN·m）表3-19层q(KN/m)（板传来荷载作用）a(m)l(m)u=(L-a)×q/2MAB(KN·m)∑Mik/lVC=u-∑Mik/lM=u×1.05-MAB-VA×l/253.152.256.907.32-7.090.127.20-10.0649.002.256.9020.93-21.530.6520.28-26.4639.002.256.9020.93-22.770.3720.56-26.1829.002.256.9020.93-27.51-1.9622.89-29.4819.002.256.9020.93-20.28-0.5921.52-31.99-77- 安徽工程大学毕业设计（论文）满跨活载作用下柱轴力计算（KN)表3-20层边柱（A轴)边柱（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KN57.203.5410.749.016.7015.71420.2910.1341.1626.0721.3863.16320.5610.1371.8525.5321.38110.07222.8910.13104.8723.4621.38154.91121.5210.13136.5224.8621.38201.153.3地震作用下横向框架的内力计算3.3.10.5（雪+活）中合理荷载作用下横向框架内力计算按《建筑抗震设计规范》，计算重力荷载代表值时，顶层取用雪荷载，其他各层取用活荷载，当雪荷载和活荷载相差不大时，可近似按满跨荷载布置。（1）恒载线荷载计算顶层横梁：雪载边跨0.65×4.5×0.5=1.46KN/M中间跨0.65×3.0×0.5=0.98KN/M二～五层：活载边跨9.00×0.5=4.5KN/M中间跨6.00×0.5=3.0KN/M（2）纵梁引起柱端附加弯矩顶层外纵梁MA5=-MD5=0.5×0.65×4.5/2×4.5/2×0.075=0.12KN/m楼层外纵梁MA1=-MD1=0.5×2×4.5/2×4.5/2×0.075=0.38KN/m顶层中纵梁MB5=-MC5=-0.5×0.65×[4.5/2×4.5/2+(4.5+4.5-3.0)×3.0/2]×0.075=-0.23KN/m楼层中纵梁MB1=-MC1=-0.5×2×[4.5/2×4.5/2+(4.5+4.5-3.0)×6.0/2]×0.75=-0.72KN/m-77- 安徽工程大学毕业设计（论文）(3)计算简图图3-19固端弯矩(4)固端弯矩1）顶层横梁:MA5B5=-MB5A5=-1/12ql2（1-2a2/l2+a3/l3）=-4.76kN∙mMB5D5=-5/96∙ql2=-5/96×0.98×3.02=-0.45KN∙mMD5B5=-1/32∙ql2=-1/32×0.98×3.02=-0.27KN∙m2）二～五层横梁MA1B1=-MB1A15=-1/12ql2（1-2a2/l2+a3/l3）=-1/12×4.5×6.92×（1-2×2.252/6.92+2.253/6.93）=-14.68kN∙mMB1D1=-5/96∙ql2=-5/96×3.0×3.02=-1.41KN∙mMD1B1=-1/32∙ql2=-1/32×3.0×3.02=-0.84KN∙m(5)不平衡弯矩MA5=MA5B5+MA5=-4.76+0.12=-4.64KN∙MMA1=MA2=MA3=MA4=MA1B1+MA1=-14.68+0.38=-14.30KN∙MMB5=MB5A5+MB5+MB5D5)=4.76-0.23-0.45=4.08KN∙MMB1=MB2=MB3=MB4=MB1A1+MB1+MB1D1=14.68-0.72-1.41=12.55KN∙M-77- 安徽工程大学毕业设计（论文）(6)弯矩分配计算弯矩分配过程如图3-19,0.5（雪+活）作用下梁柱弯矩见图3-21，梁剪力、柱轴力见图3-220.5（雪+活）作用下梁剪力、柱轴力，计算过程见表3-21～3-25.0.5(雪+活）作用下AB跨端梁剪力标准值表3-21层q(KN/m)a(m)u=(L-a)×q/2MAB(KN·m)MBA(KN·m)∑Mik/lVA=u-∑Mik/lVB=-(u+∑Mik/l)51.462.253.39-2.984.340.203.20-3.5944.502.2510.46-9.4511.950.3610.10-10.8234.502.2510.46-9.9312.230.3310.13-10.8024.502.2510.46-10.1812.240.3010.16-10.7614.502.2510.46-8.2911.660.499.97-10.950.5（雪+活）作用下BC跨梁端剪力标准值表3-22层q(KN/m)l(m)ql/4VB=ql/4(KN)VC=-ql/4(KN)50.9830.740.74-0.744332.252.25-2.253332.252.25-2.252332.252.25-2.251332.252.25-2.250.5（雪+活）作用下AB跨跨中弯矩（KN·m）表3-23层q(KN/m)（板传来荷载作用）a(m)l(m)u=(l-a)×q/2MAB(KN·m)∑Mik/lVA=u-∑Mik/lM=u×1.05-MAB-VA×l/251.462.256.903.39-2.960.203.19-4.5044.502.256.9010.46-9.450.3610.10-14.4234.502.256.9010.46-9.930.3310.13-14.0424.502.256.9010.46-10.180.3010.16-13.9014.502.256.9010.46-8.290.499.97-15.13-77- 安徽工程大学毕业设计（论文）0.5（雪+活）作用下柱轴力计算（KN)表3-24层边柱（A轴)边柱（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KN53.201.654.854.323.117.43410.105.0620.0113.099.5630.08310.135.0635.2013.049.5652.68210.165.0650.4213.049.5675.2819.975.0665.4512.229.5697.06-77- 安徽工程大学毕业设计（论文）图3-200.5（雪+活）作用下迭代过程-77- 安徽工程大学毕业设计（论文）图3-210.5（雪+活）作用下杆端弯矩图3-220.5（雪+活）作用下框架梁柱轴力、梁剪力-77- 安徽工程大学毕业设计（论文）3.3.2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3-25、梁端弯矩计算过程见表3-25、柱剪力和轴力计算过程见表3-26，地震作用下框架弯矩图见图3-27，框架梁剪力、轴力图见图3-27。地震作用下横向框架柱剪力及柱端弯矩表3-25层次层间剪力（KN）总剪力（KN）柱别Di(KN/mm)∑D（KN/mm)Vi（KN）yh(m)M下M上5522.46522.46边柱12.54460.70-14.220.433.6-22.01-29.18中柱9.36-10.610.45-17.19-21.014447.80970.20边柱12.54460.70-26.410.483.6-45.64-49.44中柱9.36-19.740.50-35.53-35.533357.531327.73边柱12.54460.70-36.190.503.6-65.14-65.14中柱9.36-27.020.50-48.64-48.642253.731581.52边柱12.54460.70-43.100.503.6-77.58-77.58中柱9.36-32.130.50-57.83-57.831152.991734.51边柱12.54460.70-47.280.555.2-135.72-110.64中柱9.36-35.290.55-100.93-82.58注：地震作用下按倒三角分布水平力考虑，根据对称只算A、B轴。-77- 安徽工程大学毕业设计（论文）地震作用下梁端弯矩表3-26层次住别M下（KN·m)M上（KN·m)节点左右梁线刚度比边跨梁端弯矩M（KN·m)边跨梁端弯矩M（KN·m)地震作用下梁端剪力边跨梁跨中弯矩（KN·m)左梁右梁VCVD左VD右5边柱-22.01-29.18029.18　　-6　　-9.87中柱-17.19-21.011.12　9.4511.56　-6-11.32　4边柱-45.64-49.44071.45　　-13.79　　-23.87中柱-35.53-35.531.12　23.7229　-13.79-26.44　3边柱-65.14-65.140110.78　　-21.54　　-36.45中柱-48.64-48.641.12　37.8846.29　-21.54-43.63　2边柱-77.58-77.580142.72　　-27.63　　-47.41中柱-57.83-57.831.12　47.9158.56　-27.63-55.91　1边柱-135.72-110.640188.22　　-36.43　　-62.52中柱-82.58-82.581.12　63.1877.23　-36.43-73.74　地震作用梁剪力、柱轴力表3-27层住别地震作用梁剪力、柱轴力柱轴力VCVD左VD右NCND5边柱-6　　-6　中柱　-6-11.32　-5.324边柱-13.79　　-19.79　中柱　-13.79-26.44　-12.653边柱-21.54　　-41.33　中柱　-21.54-43.63　-22.092边柱-27.63　　-68.96　中柱　-27.63-55.91　-28.281边柱-36.43　　-105.39　中柱　-36.43-73.74　-37.31-77- 安徽工程大学毕业设计（论文）-77- 安徽工程大学毕业设计（论文）第4章框架内力组合弯矩调幅计算4-1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MLOMROM中βMLMRM恒载顶层AB-48.34-74.2589.880.9-43.51-66.8396.01BC-36.65-36.65-24.710.9-32.99-32.99-21.05五层AB-58.77-62.8660.830.9-52.89-56.5766.91BC-36.73-36.73-24.760.9-33.06-33.06-21.09四层AB-53.14-61.164.530.9-47.83-54.9970.24BC-43.79-43.79-31.820.9-39.41-39.41-27.44三层AB-68.97-61.1756.630.9-62.07-55.0563.14BC-33.57-33.57-21.60.9-30.21-30.21-18.24二层AB-49.21-64.7164.70.9-44.29-58.2470.40BC-26.08-26.08-14.410.9-23.47-23.47-11.80活载（a）顶层AB-4.4-7.9511.410.9-3.96-7.1612.03BC-4.2-4.2-4.20.9-3.78-3.78-3.78五层AB-2.84-1.55-3.460.9-2.56-1.40-3.24BC-0.89-0.895.390.9-0.80-0.805.48四层AB-19.04-0.8428.350.9-17.14-0.7629.34BC-1.03-1.03-15.80.9-0.93-0.93-15.70三层AB-1.79-1.2-1.510.9-1.61-1.08-1.36BC-0.06-0.064.440.9-0.05-0.054.45二层AB-0.29-0.010.150.9-0.26-0.010.17BC-2.92-2.921.580.9-2.63-2.631.87活载（b）顶层AB-7.6-89.760.9-6.84-7.2010.54BC-3.05-3.05-3.50.9-2.75-2.75-3.20五层AB-19.78-24.7627.960.9-17.80-22.2830.19BC-16.16-16.16-14.470.9-14.54-14.54-12.85四层AB-3.41-0.978.670.9-3.07-0.878.89BC1.141.145.640.91.031.035.53三层AB-20.44-25.2828.410.9-18.40-22.7530.70BC-14.92-14.92-13.230.9-13.43-13.43-11.74二层AB-24.53-26.1925.910.9-22.08-23.5728.45-77- 安徽工程大学毕业设计（论文）BC-6.81-6.81-5.120.9-6.13-6.13-4.44活载（c）顶层AB-6.47-7.5110.580.9-5.82-6.7611.28BC-2.85-2.85-2.850.9-2.57-2.57-2.57五层AB-14.45-24.5731.740.9-13.01-22.1133.69BC-13.25-13.25-11.560.9-11.93-11.93-10.24四层AB0.23-1.25-0.490.90.21-1.13-0.44BC1.781.781.780.91.601.601.60三层AB-34.11-13.9827.230.9-30.70-12.5829.63BC-13.71-13.77-12.020.9-12.34-12.39-10.65二层AB-15.93-29.1841.960.9-14.34-26.2644.22BC5.075.076.760.94.564.566.25活载（d)顶层AB-7.09-7.9510.060.9-6.38-7.1610.81BC-4.27-4.27-2.70.9-3.84-3.84-2.27五层AB-21.53-2627.530.9-19.38-23.4029.91BC-16.08-16.08-11.580.9-14.47-14.47-9.97四层AB-22.77-25.3227.240.9-20.49-22.7929.64BC-16.07-16.07-11.570.9-14.46-14.46-9.96三层AB-27.51-13.9730.540.9-24.76-12.5732.61BC-12.03-12.03-13.150.9-10.83-10.83-11.95二层AB-20.28-16.1933.040.9-18.25-14.5734.86BC-7.25-7.25-5.730.9-6.53-6.53-5.010.5（雪载+活载）顶层AB-2.98-4.344.520.9-2.68-3.914.89BC0.580.58-0.620.90.520.52-0.68五层AB-9.45-11.9514.410.9-8.51-10.7615.48BC-3.96-3.96-1.710.9-3.56-3.56-1.31四层AB-9.93-12.2314.040.9-8.94-11.0115.15BC-3.39-3.39-1.480.9-3.05-3.05-1.14三层AB-10.1812.2414.410.9-9.1611.0214.31BC-3.73-3.73-1.480.9-3.36-3.36-1.11二层AB-8.29-11.6615.650.9-7.46-10.4916.65BC-4.36-4.36-2.110.9-3.92-3.92-1.67-77- 安徽工程大学毕业设计（论文）横向框架梁内力组合（一般组合）4-2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1.2恒+1.4活1.35恒+活abcd顶层横梁AB跨梁左端M-43.51-3.96-6.84-5.82-6.38-6.84-84.41-81.74V63.966.817.267.177.207.26116.57114.79跨中M96.0112.0310.5411.2810.8113.03177.74174.27梁右端M-66.83-7.16-7.20-6.76-7.16-7.20-119.79-118.50V-71.46-6.41-7.38-7.47-7.44-7.47-125.93-125.17BC跨梁左端M-32.99-3.78-2.75-2.57-3.84-3.84-57.70-57.48V15.860.000.000.001.571.5721.2322.98跨中M-21.05-3.78-3.20-2.57-2.27-3.78-41.81-40.24梁右端M-32.99-3.78-2.75-2.57-3.84-3.84-57.70-57.48V-15.860.000.000.00-1.57-1.57-21.23-22.98五层横梁AB跨梁左端M-52.89-2.56-17.80-13.01-19.34-19.34-137.26-124.11V54.28-0.1820.2119.4620.2920.29148.83133.06跨中M66.90-3.2430.1933.6929.9133.69207.05180.87梁右端M-56.57-1.40-22.28-22.11-23.40-23.40-164.75-145.56V-56.00-0.18-21.65-21.40-21.57-21.65-157.92-140.40BC跨梁左端M-33.060.80-14.54-11.93-14.47-14.54-95.87-84.77V13.204.500.004.504.504.5034.7431.32跨中M-21.095.48-12.85-10.24-9.97-12.85-63.92-56.05梁右端M-33.060.80-14.54-21.40-21.57-21.57-119.07-101.34V-13.20-4.500.00-4.50-4.50-4.50-34.74-31.32四层横梁AB跨梁左端M-47.83-17.14-3.070.21-20.49-20.49-114.08-105.06V54.2620.113.50-0.2120.5620.56126.66117.21跨中M70.2429.348.89-0.4429.6429.64178.69162.25梁右端M-54.99-22.560.87-1.13-22.79-22.79-129.84-119.85V-56.56-21.750.350.21-21.30-21.75-127.36-118.85BC跨梁左端M-39.41-15.741.031.60-14.47-15.74-85.90-80.78V13.200.004.500.004.504.5028.4426.82跨中M-27.44-15.705.531.60-9.96-15.70-58.87-55.57梁右端M-39.41-15.741.031.60-14.47-15.74-85.90-80.78V-13.200.00-4.500.00-4.50-4.50-28.44-26.82三层横梁AB跨梁左端M-62.07-1.61-18.40-30.70-24.76-30.70-180.14-159.26V56.540.0820.2323.8522.8923.85161.72143.38跨中M63.14-1.3630.7029.6332.6132.61203.98176.82M-55.05-1.10-22.75-12.58-12.57-22.75-134.66-123.32-77- 安徽工程大学毕业设计（论文）梁右端V-54.280.08-21.63-18.00-18.96-21.63-147.05-131.79BC跨梁左端M-30.21-0.05-13.43-12.34-10.83-13.43-87.56-77.43V13.204.500.004.504.504.5034.7431.32跨中M-18.244.45-11.74-10.65-11.95-11.74-63.73-54.51梁右端M-30.21-0.05-13.43-12.34-10.83-13.43-87.56-77.43V-13.20-4.500.00-4.50-4.50-4.50-34.74-31.32二层横梁AB跨梁左端M-44.290.26-22.08-14.34-18.25-22.08-129.32-114.20V53.17-0.0420.6922.8521.5222.85154.83136.80跨中M63.930.1728.4544.2234.8644.22227.50194.01梁右端M-58.240.01-23.57-26.26-14.57-26.26-160.03-143.01V-57.65-0.04-21.17-22.85-20.36-22.85-159.37-142.25BC跨梁左端M-23.47-2.63-6.134.56-6.23-6.23-42.77-42.11V13.200.000.000.004.504.5022.1422.32跨中M-11.801.87-4.446.25-5.016.25-16.02-17.26梁右端M-23.47-2.63-6.134.56-6.23-6.23-42.77-42.11V-13.200.000.000.00-4.50-4.50-22.14-22.32横向框架梁内力组合(考虑地震组合）4-3杆件跨向截面内力荷载种类内力组合恒载0.5(雪载+活载）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-43.51-2.6829.18-29.18-17.49-93.36V63.963.20-6.006.0072.7988.39跨中M96.014.899.87-9.87133.91108.25梁右端M-66.83-3.91-9.459.45-97.17-72.60V-71.46-3.58-6.006.00-97.85-82.25BC跨梁左端M-32.99-1.2111.56-11.56-26.01-56.07V15.860.74-11.3211.325.2034.64跨中M-21.05-0.680.000.00-26.08-26.08梁右端M-32.99-1.21-11.5611.56-56.07-26.01V-15.86-0.74-11.3211.32-34.64-5.20AB跨梁左端M-52.89-8.5171.45-71.4519.21-166.57-77- 安徽工程大学毕业设计（论文）五层横梁V54.2810.10-13.7913.7959.3395.18跨中M66.9015.4823.87-23.87129.8967.83梁右端M-56.57-10.76-23.7223.72-111.63-49.96V-56.00-10.82-13.7913.79-98.11-62.26BC跨梁左端M-33.06-3.5629.00-29.00-6.24-81.64V13.202.25-26.4426.44-15.8352.91跨中M-21.09-1.310.000.00-26.88-26.88梁右端M-33.06-3.56-29.0029.00-81.64-6.24V-13.20-2.25-26.4426.44-52.9115.83四层横梁AB跨梁左端M-47.83-8.94110.78-110.7875.89-212.14V54.2610.13-21.5421.5449.27105.27跨中M70.2415.1536.45-36.45149.8555.08梁右端M-54.99-11.01-37.8837.88-128.44-29.96V-56.56-10.79-21.5421.54-108.82-52.82BC跨梁左端M-39.41-3.0546.29-46.299.23-111.13V13.202.25-43.6343.63-38.1875.26跨中M-27.44-1.140.000.00-34.30-34.30梁右端M-39.41-3.05-46.2946.29-111.139.23V-13.20-2.25-43.6343.63-75.2638.18三层横梁AB跨梁左端M-62.07-9.16142.72-142.72100.06-271.01V56.5410.76-27.6327.6344.84116.68跨中M63.1414.3147.41-47.41154.5731.31梁右端M-55.05-11.02-47.9147.91-141.57-17.00V-54.28-10.76-27.6327.63-113.97-42.13BC跨梁左端M-30.21-3.3658.56-58.5635.84-116.41V13.202.25-55.9155.91-54.1491.22跨中M-18.24-1.110.000.00-23.22-23.22梁右端M-30.21-3.05-58.5658.56-116.0436.22V-13.20-2.25-55.9155.91-91.2254.14二层横梁AB跨梁左端M-44.29-7.46188.22-188.22182.59-306.79V53.179.97-36.4336.4328.41123.13跨中M63.9316.6562.52-62.52177.9715.42梁右端M-58.24-10.4963.18-63.18-0.34-164.61V-57.65-10.85-36.4336.43-129.56-34.84BC跨梁左端M-23.47-3.9277.23-77.2367.53-133.27V13.202.25-73.7473.74-77.32114.40跨中M-11.80-1.670.000.00-16.16-16.16梁右端M-23.47-3.92-77.2377.23-133.2767.53V-13.20-2.25-73.7473.74-114.4077.32-77- 安徽工程大学毕业设计（论文）横向框架内力组合（一般组合）4-4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1.2恒+1.4活1.35恒+活abcd顶层柱A柱柱顶M43.724.627.326.386.9687.8684.3087.8687.8684.3N123.9810.3510.8010.7110.74208.42209.97208.42208.42209.97柱低M32.280.3210.897.629.3478.1771.7578.1778.1771.75N142.2110.3510.8010.7110.74230.29234.58230.29230.29234.29B柱柱顶M-27.83-3.42-4.68-4.41-4.31-56.94-54.39-56.94-54.39-56.94N147.3413.1114.0814.1715.71256.71255.98256.71255.98256.71柱低M-18.91-0.95-4.78-4.15-4.22-42.43-39.63-42.43-42.43-39.63N165.5613.1114.0814.1715.71278.57280.58278.57278.57280.58四层柱A柱柱顶M23.802.528.155.5511.4567.3059.8067.3059.8067.30N233.7520.3041.1340.2941.15480.52458.43480.52458.43480.52柱低M26.689.051.842.719.5664.4459.1864.4459.1864.44N251.9820.3041.1340.2941.15502.39483.04502.39483.04502.39B柱柱顶M-9.82-0.92-3.00-2.71-4.07-26.76-23.96-26.76-23.96-26.76N287.1939.1757.1061.4463.16653.85608.58653.85608.58653.85柱低M-10.73-3.18-0.83-1.49-4.03-26.22-24.02-26.22-24.02-26.22N305.4139.1757.1061.4463.16675.71633.17675.71633.17675.71-77- 安徽工程大学毕业设计（论文）三层柱A柱柱顶M23.769.281.562.529.5660.6055.0060.6055.0060.60N342.9650.5354.7650.2171.84729.83690.34729.83690.34729.83柱低M46.093.327.505.898.4990.5987.4290.5987.4290.59N361.1950.5354.7650.2171.84751.70714.95751.70714.95751.70B柱柱顶M-2.76-3.27-0.70-1.53-4.19-16.88-13.42-16.88-13.42-16.88N427.6082.29100.1283.02110.061038.81952.751038.81952.751038.81柱低M-1.70-1.11-2.75-2.62-4.38-17.24-13.16-17.24-13.16-17.24N445.8282.29100.1283.02110.061060.67977.351060.67977.351060.67二层柱A柱柱顶M19.34-1.5312.219.978.8064.4455.5664.4455.5664.44N454.4560.5785.1184.18104.851013.93948.221013.93948.221013.93柱低M39.190.417.169.469.5984.3079.5384.3079.5384.30N472.6860.5785.1184.18104.851035.81972.831035.81972.831035.81B柱柱顶M-13.120.54-6.81-2.77-4.90-35.26-31.65-35.26-31.65-35.26N567.95108.08143.12126.90154.891427.731299.721427.731299.721427.73柱低M-25.830.18-7.11-7.95-5.16-59.05-54.91-59.05-54.91-59.05N585.95108.08143.12126.90154.891449.331324.021449.331324.021449.33底层柱A柱柱顶M14.65-0.127.167.047.4847.7641.3447.7641.3447.76N562.5770.66115.92117.15136.491291.391199.691291.391199.691291.39柱低M7.32-0.063.583.523.7423.8820.6623.8820.6623.88N580.8070.66115.92117.15136.491313.271224.301313.271224.301313.27V11.00-0.095.375.285.6135.8431.0235.8431.0235.84B柱柱顶M-7.05-0.06-3.14-4.56-2.55-22.89-19.83-22.89-19.83-22.89N709.23129.50185.06171.12201.131812.611644.271812.611644.271812.61柱低M-5.21-0.01-1.57-2.28-1.27-13.43-12.16-13.43-12.16-13.43N727.45129.50185.06171.12201.131834.471668.871834.471668.871834.47V6.13-0.04-2.35-3.42-1.91-3.450.56-3.450.56-3.45-77- 安徽工程大学毕业设计（论文）横向框架柱内力组合（考虑地震组合）4-5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M43.722.86-29.1829.1817.9693.8393.8317.9693.83N123.984.85-6.006.00146.80162.40162.40146.80162.40柱低M32.284.04-22.0122.0114.9772.2072.2014.9772.20N142.214.85-6.006.00168.67184.27184.27168.67184.27B柱柱顶M-27.83-2.32-21.0121.01-63.49-8.87-63.49-63.49-8.87N147.347.43-9.879.87172.89198.56172.89172.89198.56柱低M-18.91-3.23-17.1917.19-48.92-4.22-48.92-48.92-4.22N165.567.43-9.879.87194.76220.42194.76194.76220.42四层柱A柱柱顶M23.805.03-49.4449.44-29.6898.8798.87-29.6898.87N233.7520.01-19.7919.79278.79330.24330.24278.79330.24柱低M26.684.84-45.6445.64-21.5197.1697.16-21.5197.16N251.9820.01-19.7919.79300.66352.12352.12300.66352.12B柱柱顶M-9.82-4.02-35.5335.53-62.8029.58-62.80-62.8029.58N287.1930.06-12.6512.65364.26397.15364.26364.26397.15柱低M-10.73-3.91-35.3535.35-63.5228.39-63.52-63.5228.39N305.4130.06-12.6512.65386.12419.01386.12386.12419.01-77- 安徽工程大学毕业设计（论文）三层柱A柱柱顶M23.764.71-65.1465.14-50.52118.85118.85-50.52118.85N342.9635.20-41.3341.33400.06507.52507.52400.06507.52柱低M46.094.61-65.1465.14-23.84145.52145.52-23.84145.52N361.1935.20-41.3341.33421.94529.40529.40421.94529.40B柱柱顶M-2.76-3.79-48.6448.64-71.0955.37-71.09-71.0955.37N427.6052.66-22.0922.09547.60605.03547.60547.60605.03柱低M-1.70-3.77-48.6448.64-69.8056.67-69.80-69.8056.67N445.8252.66-22.0922.09569.46626.89569.46569.46626.89二层柱A柱柱顶M19.345.20-77.5877.58-71.41130.30130.30-71.41130.30N454.4550.42-68.9668.96516.20695.49695.49516.20695.49柱低M39.195.89-77.5877.58-46.76154.95154.95-46.76154.95N472.6850.42-68.9668.96538.07717.37717.37538.07717.37B柱柱顶M-13.12-3.93-57.8357.83-95.6454.72-95.64-95.6454.72N567.9575.26-28.2828.28735.09808.62735.09735.09808.62柱低M-25.83-4.39-57.8357.83-111.4438.92-111.44-111.4438.92N585.9575.26-28.2828.28756.69830.22756.69756.69830.22底层柱A柱柱顶M14.652.71-110.64110.64-123.00164.66164.66-123.00164.66N562.5765.45-105.39105.39616.62890.63890.63616.62890.63柱低M7.321.31-135.72135.72-166.08186.79186.79-166.08186.79N580.8065.45-105.39105.39638.49912.51912.51638.49912.51V11.002.0747.38-47.3877.28-45.9177.28-45.9177.28B柱柱顶M-7.05-2.18-82.5882.58-118.4396.28-118.4396.28-118.43N709.2397.04-37.3137.31919.021016.03919.021016.03919.02柱低M-5.21-1.09-100.93100.93-138.77123.65-138.77123.65-138.77N727.4597.04-37.3137.31940.891037.89940.891037.89940.89V6.13-1.6435.30-35.3051.28-40.5051.28-40.5051.28-77- 安徽工程大学毕业设计（论文）第5章框架梁、柱截面设计横梁AB、BC跨正截面受弯承载力计算表5-1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/α1fcbh02ξAs=ξbh0α1fc/fy实际选用（mm2)备注M（KN·m)V（KN)顶层C30300×600A4支座-84.71114.79-58.885650.0620.064430.23φ14As=461ξ<0.35跨中177.74　177.745650.1300.140939.43φ20As=941ξ<0.35B4支座左-119.79-125.93-148.125650.0870.092617.24φ14As=615ξ<0.35300×500B4支座右-57.7021.23-52.924650.0620.064356.13φ14As=461ξ<0.35跨中-41.81　-41.814650.0450.046255.73φ14As=461ξ<0.35C4支座左-57.70-21.23-62.484650.0620.064356.13φ14As=461ξ<0.35五层C30300×600A3支座-137.26148.83-103.775650.1000.106712.53φ18As=763ξ<0.35跨中207.05　207.055650.1510.1651109.34φ20As=1256ξ<0.35-164.75157.92-129.225650.1200.129865.63φ20As=941ξ<0.35-77- 安徽工程大学毕业设计（论文）B3支座左300×500B3支座右-95.8734.74-88.054650.1030.109605.84φ14As=615ξ<0.35跨中-63.92　-63.924650.0690.071396.03φ14As=461ξ<0.35C3支座左-119.07-34.74-126.894650.1280.138764.03φ18As=763ξ<0.35二层C30300×600A1支座-129.32154.83-94.485650.0940.099669.03φ18As=763ξ<0.35跨中227.50　227.505650.1660.1831231.05φ20As=1570ξ<0.35B1支座左-160.03-159.37-195.895650.1170.125839.13φ20As=941ξ<0.35300×500B1支座右-42.7722.14-37.794650.0460.047261.73φ14As=461ξ<0.35跨中-17.26　-17.264650.0190.019104.13φ14As=461ξ<0.35C1支座左-42.77-22.14-47.754650.0460.047261.73φ14As=461ξ<0.35注：fc=14.3N/mm2；α1=1.0；fy=360N/mm2-77- 安徽工程大学毕业设计（论文）横梁AB、BC跨正截面抗震验算表5-2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)γREh0(mm)αs=γRE·M/α1fcbh02ξAs=ξbh0α1fc/fy实际选用（mm2)备注M（KN·m)V（KN)顶层C30300×600A4支座-93.3688.39-73.470.755650.0350.035239.03φ14As=461安全跨中133.91　133.910.755650.0500.051345.63φ14As=461安全B4支座左-97.17-97.85-119.190.755650.0360.037248.93φ14As=461安全300×500B4支座右-56.0734.64-48.280.754650.0210.021117.33φ14As=461安全跨中-26.08　-26.080.754650.0100.01054.23φ14As=461安全C4支座左-56.07-34.64-63.860.754650.0210.021117.33φ14As=461安全五层C30300×600A3支座-166.5795.18-145.150.755650.0620.064432.83φ14As=461安全跨中129.89　129.890.755650.0490.050335.03φ14As=461安全B3支座左-111.63-98.11-133.700.755650.0420.043286.83φ14As=461安全300×500B3支座右-81.6452.91-69.740.754650.0300.031171.63φ14As=461安全-77- 安徽工程大学毕业设计（论文）跨中-26.88　-26.880.754650.0100.01055.93φ14As=461安全C3支座左-81.64-52.91-93.540.754650.0300.031171.63φ14As=461安全二层C30300×600A1支座-306.79123.13-279.090.755650.1150.122821.63φ20As=941安全跨中177.97　177.970.755650.0660.069463.53φ14As=461安全B1支座左-164.61-34.84-172.450.755650.0610.063427.53φ14As=461安全300×500B1支座右-133.27114.40-107.530.754650.0500.051283.03φ14As=461安全跨中-16.16　-16.160.754650.0060.00633.53φ14As=461安全C1支座左-133.27-114.40-159.010.754650.0500.051283.03φ14As=461安全注：fc=14.3N/mm2；α1=1.0；fy=360N/mm2-77- 安徽工程大学毕业设计（论文）横梁AB、BC跨斜截面受剪承载力计算表5-3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+1.25fyvAsvh0/S备注顶层C30300×600A4支座114.79565605.96169.67φ6@170245.02安全B4支座左125.93565605.96169.67φ6@170245.02安全C30300×500B4支座右21.23465498.71139.64φ6@170201.66安全C4支座左21.23465498.71139.64φ6@170201.66安全五层C30300×600A3支座148.83565605.96169.67φ6@170245.02安全B3支座左157.92565605.96169.67φ6@170245.02安全C30300×500B3支座右34.74465498.71139.64φ6@170201.66安全C3支座左34.74465498.71139.64φ6@170201.66安全二层C30300×600A1支座154.83565605.96169.67φ6@170245.02安全B1支座左159.37565605.96169.67φ6@170245.02安全C30300×500B1支座右22.14465498.71139.64φ6@170201.66安全C1支座左22.24465498.71139.64φ6@170201.66安全βc=1.0ft=1.43N/mm2S=Asv/b*ρsv.min=198mm;ρsv.min=0.28ft/fyv-77- 安徽工程大学毕业设计（论文）横梁AB、BC跨斜截面受剪抗震验算表5-4层次混凝土强度等级b×h(mm2)斜截面位置VGb(KN)Mbl+Mbr组合内力V(KN)h00.2βcfcbh0/γRE(KN)0.42ftbh0/γRE(KN)选用箍筋（双肢）Vcs=(0.42ftbh0+1.25fyvAsvh0/S)/γRE备注顶层C30300×600A4支座80.5955.1189.38565646.36135.74φ8@170195.02Ρsv>ρminB4支座左90.0555.1198.83565646.36135.74φ8@170195.02Ρsv>ρminC30300×500B4支座右19.9230.0624.69465531.96111.71φ8@170160.50Ρsv>ρminC4支座左19.9230.0624.69465531.96111.71φ8@170160.50Ρsv>ρmin五层C30300×600A3支座77.2669.1788.28565646.36135.74φ8@170195.02Ρsv>ρminB3支座左80.1869.1791.21565646.36135.74φ8@170195.02Ρsv>ρminC30300×500B3支座右18.5475.4030.56465531.96111.71φ8@170160.50Ρsv>ρminC3支座左18.5475.4030.56465531.96111.71φ8@170160.50Ρsv>ρmin二层C30300×600A1支座75.77347.20131.12565646.36135.74φ8@170195.02Ρsv>ρminB1支座左82.20347.20137.55565646.36135.74φ8@170195.02Ρsv>ρminC30300×500B1支座右18.54200.0850.44465531.96111.71φ8@170160.50Ρsv>ρminC1支座左18.54200.0850.44465531.96111.71φ8@170160.50Ρsv>ρmin-77- 安徽工程大学毕业设计（论文）框架柱正截面压弯5-5柱类别层次混凝土强度b×h(mm2)l0(m)l0/h柱截面组合内力e0(mm)ea(mm)ei(mm)ei/h0ξ1ξ2ηe(mm)M(KN·m)Nmin(KN)A柱顶层C30450×4504.508.00上端87.86208.42421.5520.00441.551.081.001.001.04645.308.00下端78.17230.29339.4420.00359.440.881.001.001.05563.18二层C30450×4504.5010.00上端64.441013.9363.5520.0083.550.201.001.001.35297.848.00下端84.301035.8181.3920.00101.390.251.001.001.18305.13底层C30450×4505.2011.56上端47.761291.3936.9820.0056.980.141.001.001.69281.1211.56下端23.881313.2718.1820.0038.180.091.001.002.02262.32B柱顶层C30450×4504.508.00上端56.94256.71221.8120.00241.810.591.001.001.08445.558.00下端42.43278.57152.3120.00172.310.421.001.001.11376.06二层C30450×4504.508.00上端35.261427.7324.7020.0044.700.111.001.001.42248.448.00下端59.051449.3340.7420.0060.740.151.001.001.31264.49底层C30450×4505.2011.56上端22.891812.6112.6320.0032.630.081.001.002.20256.7611.56下端13.431834.477.3220.0027.320.071.001.002.43251.46-77- 安徽工程大学毕业设计（论文）框架柱正截面压弯5-6柱类别层次混凝土强度b×h(mm2)l0(m)l0/h柱截面组合内力e0(mm)ea(mm)ei(mm)ei/h0ξ1ξ2ηe(mm)M(KN·m)Nmin(KN)A柱顶层C30450×4504.508.00上端87.86208.42421.5520.00441.551.081.001.001.04645.308.00下端78.17230.29339.4420.00359.440.881.001.001.05563.18二层C30450×4504.508.00上端55.56948.2258.5920.0078.590.191.001.001.24282.348.00下端79.53972.8381.7520.00101.750.251.001.001.18305.49底层C30450×4505.2011.56上端41.341199.6934.4620.0054.460.131.001.001.72278.5911.56下端20.661224.3016.8720.0036.870.091.001.002.06261.01B柱顶层C30450×4504.508.00上端54.39255.98212.4820.00232.480.571.001.001.08436.228.00下端42.43278.57152.3120.00172.310.421.001.001.11376.06二层C30450×4504.508.00上端31.651299.7224.3520.0044.350.111.001.001.42248.098.00下端54.911324.0241.4720.0061.470.151.001.001.30265.22底层C30450×4505.2011.56上端19.831644.2712.0620.0032.060.081.001.002.22256.2011.56下端12.161668.877.2920.0027.290.071.001.002.43251.42-77- 安徽工程大学毕业设计（论文）承载力计算|Mmax|`5-7X=N/α1fcbX-ξbh0判断破坏类型小偏压ξAs=A"s大偏压ξX-2a"sAs=A"s(mm2)(X<2a"s)As=A"s(mm2)(X>2a"s)选用钢筋（mm2）备注32.39-179.99大偏压　　0.08-47.61393.51　3φ14As=As´=308ρ>0.2%35.79-176.59大偏压　　0.09-44.21295.78　2φ14As=As´=309ρ>0.2%157.56-54.82大偏压　　0.3877.56-254.07<02φ18As=As´=509ρ>0.2%160.97-51.41大偏压　　0.3980.97-189.66<02φ16As=As´=402ρ>0.2%200.68-11.70大偏压　　0.49120.68-276.70　3φ18As=As´=763ρ>0.2%204.08-8.30大偏压　　0.50124.08-449.98　2φ16As=As´=402ρ>0.2%39.89-172.49大偏压　　0.10-40.11106.95　2φ16As=As´=402ρ>0.2%43.29-169.09大偏压　　0.11-36.71-25.72　2φ16As=As´=402ρ>0.2%-77- 安徽工程大学毕业设计（论文）221.879.49大偏压　　0.54141.87-542.64　3φ18As=As´=763ρ>0.2%225.2312.85大偏压　　0.55145.23-357.99　3φ18As=As´=763ρ>0.2%281.6869.30大偏压　　0.69201.68-168.69　3φ18As=As´=764ρ>0.2%285.0872.70大偏压　　0.70205.08-220.43　3φ18As=As´=765ρ>0.2%承载力计算（|Mmin|）表5-8X=N/α1fcbX-ξbh0判断破坏类型小偏压ξAs=A"s大偏压ξX-2a"sAs=A"s(mm2)(X<2a"s)As=A"s(mm2)(X>2a"s)选用钢筋（mm2）备注32.39-179.99大偏压　　0.08-47.61393.51　2φ14As=As´=308ρ>0.2%35.79-176.59大偏压　　0.09-44.21295.78　2φ14As=As´=309ρ>0.2%147.35-65.03大偏压　　0.3667.35-384.32<02φ18As=As´=509ρ>0.2%151.18-61.20大偏压　　0.3771.18-211.20<02φ16As=As´=402ρ>0.2%-77- 安徽工程大学毕业设计（论文）186.43-25.95大偏压　<00.45106.43-343.96　3φ18As=As´=763ρ>0.2%190.26-22.12大偏压　<00.46110.26-495.06　2φ16As=As´=402ρ>0.2%39.78-172.60大偏压　　0.10-40.2288.61　2φ16As=As´=402ρ>0.2%43.29-169.09大偏压　　0.11-36.71-25.72　2φ16As=As´=402ρ>0.2%201.98-10.40大偏压　<00.49121.98-594.41　3φ18As=As´=763ρ>0.2%205.75-6.63大偏压　<00.50125.75-416.57　3φ18As=As´=763ρ>0.2%255.5243.14大偏压　350.000.62175.52-321.50　3φ18As=As´=764ρ>0.2%259.3446.96大偏压　<00.63179.34-362.17　3φ18As=As´=765ρ>0.2%-77- 安徽工程大学毕业设计（论文）框架柱正截面压弯5-9柱类别层次混凝土强度b×h(mm2)l0(m)l0/h柱截面组合内力e0(mm)ea(mm)ei(mm)ei/h0ξ1ξ2ηe(mm)M(KN·m)Nmin(KN)C柱顶层C30450×4504.5010.00上端84.30209.97401.4920.00421.491.031.001.001.07635.778.00下端71.75234.29306.2420.00326.240.801.001.001.06529.99二层C30450×4504.508.00上端64.441013.9363.5520.0083.550.201.001.001.22287.308.00下端84.301035.8181.3920.00101.390.251.001.001.18305.13底层C30450×4505.2011.56上端47.761291.3936.9820.0056.980.141.001.001.69281.1211.56下端23.881313.2718.1820.0038.180.091.001.002.02262.32D柱顶层C30450×4504.508.00上端56.94256.71221.8120.00241.810.591.001.001.08445.558.00下端39.63208.58190.0020.00210.000.511.001.001.09413.74二层C30450×4504.508.00上端35.261427.7324.7020.0044.700.111.001.001.42248.448.00下端59.051449.3340.7420.0060.740.151.001.001.31264.49底层C30450×4505.2011.56上端22.891812.6112.6320.0032.630.081.001.002.20256.7611.56下端13.431834.477.3220.0027.320.071.001.002.43251.46-77- 安徽工程大学毕业设计（论文）框架柱正截面压弯5-10柱类别层次混凝土强度等级B×h(mm2)l0（m)l0/h柱截面组合内力轴压比rREe0（mm）ea（mm)ei(mm)ei/h0ζ1ζ2ηeMmax(kN·m)N(kN)A柱顶层C30450×4504.5010.00上端93.83162.400.060.75577.7720.00597.771.461.001.001.05812.060.00下端72.20184.270.060.75391.8220.00411.821.001.001.001.00596.82二层C30450×4504.5010.00上端130.30695.490.240.80187.3520.00207.350.511.001.001.14421.640.00下端154.95717.370.250.80216.0020.00236.000.581.001.001.00421.00底层C30450×4505.2011.56上端164.66890.630.310.80184.8820.00204.880.501.001.001.19428.990.00下端186.79912.510.320.80204.7020.00224.700.551.001.001.00409.70B柱顶层C30450×4504.5010.00上端63.49172.890.060.75367.2320.00387.230.941.001.001.08601.510.00下端48.92194.760.070.75251.1820.00271.180.661.001.001.00456.18二层C30450×4504.5010.00上端95.64735.090.250.80130.1120.00150.110.371.001.001.20364.390.00下端111.44756.690.260.80147.2720.00167.270.411.001.001.00352.27底层C30450×4505.2011.56上端118.43919.020.320.80128.8720.00148.870.361.001.001.26372.970.00下端138.77940.890.320.80147.4920.00167.490.410.991.001.00352.49-77- 安徽工程大学毕业设计（论文）承载力计算（|Mmax|）表5-11X=N/α1fcbX-ξbh0判断破坏类型小偏压ξAs=A"s大偏压ξX-2a"sAs=A"s(mm2)(X<2a"s)As=A"s(mm2)(X>2a"s)选用钢筋（mm2）备注32.63-179.75大偏压　　0.08-47.37381.61　2φ14As=As´=308ρ>0.2%36.41-175.97大偏压　　0.09-43.59243.07　2φ14As=As´=309ρ>0.2%157.56-54.82大偏压　　0.3877.56-334.32<02φ18As=As´=509ρ>0.2%160.97-51.41大偏压　　0.3980.97-189.66<02φ16As=As´=402ρ>0.2%200.68-11.70大偏压　　0.49120.68-276.70　3φ18As=As´=763ρ>0.2%204.08-8.30大偏压　　0.50124.08-449.98　2φ16As=As´=402ρ>0.2%39.89-172.49大偏压　　0.10-40.11106.95　2φ16As=As´=402ρ>0.2%32.41-179.97大偏压　　0.08-47.5931.24　2φ16As=As´=402ρ>0.2%-77- 安徽工程大学毕业设计（论文）221.879.49大偏压　　0.54141.87-542.64　3φ18As=As´=763ρ>0.2%225.2312.85大偏压　　0.55145.23-357.99　3φ18As=As´=763ρ>0.2%281.6869.30大偏压　　0.69201.68-168.69　3φ18As=As´=764ρ>0.2%285.0872.70大偏压　　0.70205.08-220.43　3φ18As=As´=765ρ>0.2%抗震验算（|Mmax|）表5-12X=N/α1fcbX-ξbh0判断破坏类型小偏压ξAs=A"s大偏压ξX-2a"sAs=A"s(mm2)(X<2a"s)As=A"s(mm2)(X>2a"s)选用钢筋（mm2）备注25.24-187.14大偏压　　0.06-54.76-483.28　6φ22As=As´=2281ρ>0.2%28.64-183.74大偏压　　0.07-51.36-546.01　6φ22As=As´=2282ρ>0.2%108.08-104.30大偏压　　0.2628.08-1853.39<06φ22As=As´=2283ρ>0.2%-77- 安徽工程大学毕业设计（论文）111.48-100.90大偏压　　0.2731.48-1902.54<06φ22As=As´=2284ρ>0.2%138.40-73.98大偏压　<00.3458.40-2272.03　6φ22As=As´=2285ρ>0.2%141.80-70.58大偏压　<00.3561.80-2316.20　6φ22As=As´=2286ρ>0.2%26.87-185.51大偏压　　0.07-53.13-513.43　6φ22As=As´=2287ρ>0.2%30.27-182.11大偏压　　0.07-49.73-575.90　6φ22As=As´=2288ρ>0.2%114.23-98.15大偏压　<00.2834.23-1941.94　6φ22As=As´=2289ρ>0.2%117.59-94.79大偏压　<00.2937.59-1989.46　6φ22As=As´=2290ρ>0.2%142.82-69.56大偏压　350.000.3562.82-2329.23　6φ22As=As´=2291ρ>0.2%146.21-66.17大偏压　<00.3666.21-2372.66　6φ22As=As´=2292ρ>0.2%-77- 安徽工程大学毕业设计（论文）框架柱正截面压弯5-13柱类别层次混凝土强度等级b×h(mm2)l0（m)l0/h柱截面组合内力轴压比rREe0（mm）ea（mm)ei(mm)ei/h0ζ1ζ2ηeMmax(kN·m)N(kN)A柱顶层C30450×4504.5010.00上端17.96146.800.050.75122.3420.00142.340.351.001.001.21356.6310.00下端14.96168.670.060.7588.6920.00108.690.271.001.001.27322.98二层C30450×4504.5010.00上端71.41516.200.180.80138.3420.00158.340.391.001.001.18372.6210.00下端46.76538.070.190.8086.9020.00106.900.261.001.001.27321.19底层C30450×4505.2011.56上端123.00616.620.210.80199.4720.00219.470.541.001.001.18443.5811.56下端166.08638.490.220.80260.1120.00280.110.681.001.001.14504.25B柱顶层C30450×4504.5010.00上端63.49172.890.060.75367.2320.00387.230.941.001.001.08601.5110.00下端48.92194.760.070.75251.1820.00271.180.661.001.001.11485.47二层C30450×4504.5010.00上端95.64735.090.250.80130.1120.00150.110.371.001.001.20364.3910.00下端111.44756.690.260.80147.2720.00167.270.411.001.001.18381.56底层C30450×4505.2011.56上端118.43919.020.320.80128.8720.00148.870.361.001.001.26372.9711.56下端138.77940.890.320.80147.4920.00167.490.410.991.001.23391.23-77- 安徽工程大学毕业设计（论文）框架柱正截面压弯5-14柱类别层次混凝土强度等级b×h(mm2)l0（m)l0/h柱截面组合内力轴压比rREe0（mm）ea（mm)ei(mm)ei/h0ζ1ζ2ηeMmax(kN·m)N(kN)A柱顶层C30450×4504.5010.00上端93.83162.400.060.75577.7720.00597.771.461.001.001.05812.0610.00下端72.20184.270.060.75391.8220.00411.821.001.001.001.07626.10二层C30450×4504.5010.00上端130.30695.490.240.80187.3520.00207.350.511.001.001.14421.6410.00下端154.95717.370.250.80216.0020.00236.000.581.001.001.12450.28底层C30450×4505.2011.56上端164.66890.630.310.80184.8820.00204.880.501.001.001.19428.9911.56下端186.79912.510.320.80204.7020.00224.700.551.001.001.17448.83B柱顶层C30450×4504.5010.00上端8.87198.560.070.7544.6720.0064.670.161.001.001.45278.9610.00下端4.22220.420.080.7519.1520.0039.150.101.001.001.75253.43二层C30450×4504.5010.00上端54.72808.620.280.8067.6720.0087.670.211.001.001.33301.9610.00下端38.92830.220.290.8046.8820.0066.880.161.001.001.44281.16底层C30450×4505.2011.56上端96.281016.030.350.8094.7620.00114.760.281.001.001.34338.8711.56下端123.651037.890.360.80119.1420.00139.140.340.991.001.28362.88-77- 安徽工程大学毕业设计（论文）抗震验算（|Nmin|）表5-15X=N/α1fcbX-ξbh0判断破坏类型小偏压ξAs=A"s大偏压ξX-2a"sAs=A"s(mm2)(X<2a"s)As=A"s(mm2)(X>2a"s)选用钢筋（mm2）备注22.81-189.57大偏压　　0.06-57.19-438.19　2φ14As=As´=308ρ>0.2%26.21-186.17大偏压　　0.06-53.79-501.32　2φ14As=As´=309ρ>0.2%80.22-132.16大偏压　　0.200.22-1429.59<02φ18As=As´=509ρ>0.2%83.62-128.76大偏压　　0.203.62-1483.30<02φ16As=As´=402ρ>0.2%95.82-116.56大偏压　　0.2315.82-1671.58　3φ18As=As´=763ρ>0.2%99.22-113.16大偏压　　0.2419.22-1722.72　2φ16As=As´=402ρ>0.2%26.87-185.51大偏压　　0.07-53.13-513.43　2φ16As=As´=402ρ>0.2%-77- 安徽工程大学毕业设计（论文）30.27-182.11大偏压　　0.07-49.73-575.90　2φ16As=As´=402ρ>0.2%114.23-98.15大偏压　　0.2834.23-1941.94　3φ18As=As´=763ρ>0.2%117.59-94.79大偏压　　0.2937.59-1989.46　3φ18As=As´=763ρ>0.2%142.82-69.56大偏压　　0.3562.82-2329.23　3φ18As=As´=764ρ>0.2%146.21-66.17大偏压　　0.3666.21-2372.66　3φ18As=As´=765ρ>0.2%-77- 安徽工程大学毕业设计（论文）抗震验算（|Nmax|）表5-16X=N/α1fcbX-ξbh0判断破坏类型小偏压ξAs=A"s大偏压ξX-2a"sAs=A"s(mm2)(X<2a"s)As=A"s(mm2)(X>2a"s)选用钢筋（mm2）备注25.24-187.14大偏压　　0.06-54.76-483.28　2φ14As=As´=308ρ>0.2%28.64-183.74大偏压　　0.07-51.36-546.01　2φ14As=As´=309ρ>0.2%108.08-104.30大偏压　　0.2628.08-1853.39<02φ18As=As´=509ρ>0.2%111.48-100.90大偏压　　0.2731.48-1902.54<02φ16As=As´=402ρ>0.2%138.40-73.98大偏压　　0.3458.40-2272.03　3φ18As=As´=763ρ>0.2%141.80-70.58大偏压　　0.3561.80-2316.20　2φ16As=As´=402ρ>0.2%30.86-181.52大偏压　　0.08-49.14-586.69　2φ16As=As´=402ρ>0.2%34.25-178.13大偏压　　0.08-45.75-648.47　2φ16As=As´=402ρ>0.2%-77- 安徽工程大学毕业设计（论文）125.66-86.72大偏压　　0.3145.66-2101.50　3φ18As=As´=763ρ>0.2%129.02-83.36大偏压　　0.3149.02-2147.18　3φ18As=As´=763ρ>0.2%157.89-54.49大偏压　　0.3977.89-2517.61　3φ18As=As´=764ρ>0.2%161.29-51.09大偏压　　0.3981.29-2558.54　3φ18As=As´=765ρ>0.2%-77- 安徽工程大学毕业设计（论文）第6章楼梯设计6.1楼梯梯段斜板设计考虑到第一跑楼梯段斜板两端与混凝土楼梯梁的固结作用，斜板跨度可按净跨计算。对斜板取1m作为其单元。图1楼梯结构布置图6.1.1确定斜板厚度t，斜板的水平投影净长l1n=3600mm斜板的斜向净长：斜板厚度：取t1=140mm6.1.2荷载计算楼梯梯段斜板荷载计算表6-127 安徽工程大学毕业设计（论文）荷载种类荷载标准值恒荷载栏杆自重0.2锯齿形斜板自重30厚水磨石面层板底20厚纸筋灰粉刷恒载合计7.48活载q2.56.1.1荷载效应组合：P=1.2×7.48=1.5×2.5=12.48(KN/m)永久荷载效应控制的组合P=1.35×7.48+1.4×0.7×2.5=12.55（KN/m）所以选永久荷载效应控制的组合来进行计算。取P=12.55图2楼梯斜板计算简图计算见图如上所示，斜板的计算简图可用一根假象的跨度为l1n的水平梁代替，其计算跨度取水平投影净长l1n=3600mm。6.1.4内力计算斜板的内力一般只需计算跨中最大弯矩即可，考虑到斜板两端均与梁整浇，对板有约束作用。所以跨中最大弯矩取6.1.5配筋计算27 安徽工程大学毕业设计（论文）选用受力钢筋f10@110。分布钢筋f8@2006.2平台板设计6.2.1平台板计算简图图6-3平台板计算简图平台板为四边支撑板，长宽比为4200、（2000-1000）=2.21>2,近似的按短跨方向的简支单向板计算，取1m作为计算单元。平台梁的截面尺寸取b×h=200×400.平台板的计算简图如图所示。由于平台板两端与梁整结所以计算跨度取净跨l2n=1700.平台板厚度t2=80mm。6.2.2荷载计算平台荷载计算法6-2荷载种类荷载标准值(KN/m)恒荷载平台板自重25×0.08=0.230厚水磨石面层25×0.03×1=0.75板底20厚纸筋灰粉刷16×0.02×1=0.32恒荷载合计3.07活荷载q2.56.2.3荷载效应组合有可变荷载效应控制组合P=1.2×3.07+1.4×2.5=7.184（KN/m）27 安徽工程大学毕业设计（论文）由永久荷载效应控制组合P=1.35×3.07+1.4×0.7×2.5=6.59（KN/m）取P=7.1846.2.4内力计算考虑平台板两端梁的嵌固作用，跨中最大弯矩取6.2.2配筋计算选用f6@150.As=189mm2；分布钢筋采用f6200.6.3平台梁设计6.3.1平台梁计算简图平台梁的两端搁置在梯柱上，所以计算跨度取净跨l=l3=3700.平台梁的计算简图如图所示。平台梁的截面尺寸为b×h=200×4006.3.2荷载平台梁荷载计算6-3荷载种类荷载标准值(KN/m)恒荷载由斜板传来的恒荷载7.48×ι1n/2=7.48×3.6/2=13.46由平台板传来的恒荷载3.07×ι2n/2=3.07×1.7/2=2.61平台梁自重25×1×0.4×0.2=2平台梁底部和侧面的粉刷16×1×0.02×[0.2+2（0.4-0.08）]=0.269恒荷载合计18.343活荷载q2.5×1×（3.6/2+1.7/2+0.2）=7.1256.3.3荷载效应组合按可变荷载效应控制组合P=1.2×18.343+1.4×7.125=31.987（KN/m）按永久荷载效应控制组合P=1.35×19.343+1.4×0.7×7.125=31.745（KN/m）取P=31.987KN/m6.3.4内力计算27 安徽工程大学毕业设计（论文）6.3.2截面设计a.正截面受弯承载力计算考虑到平台梁两边受力不均匀，会使平台梁受扭，所以在平台梁内宜适当增加纵向受力钢筋和箍筋的用量。故纵向受力钢筋选用314，As=461mm2（6）斜截面受剪承载力计算故采用按构造配置箍筋，取f6@200双肢箍筋。第7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要按照荷载效应的基本组合来分析确定。混凝土设计强度等级为C30，基础底板设计采用HRB235，HRB400钢筋，室内高差为0.6m。基础埋置深度为2.1m，上柱断面为450mm×27 安徽工程大学毕业设计（论文）450mm，基础部分柱断面保护层加大，两边各增加50mm。故地下部分柱尺寸为550mm×550mm，地基承载力标准值按所给的地质土参数，=180kpa。7.1荷载计算基础承载力计算时，应采用荷载标准值以轴线6为计算进行基础设计，上部结构传来柱底荷载标准值为参考（表4-4）。取恒K+活K中柱柱底：柱底墙，基础连条梁传来荷载标准值墙重：0.000以上3.6×0.2×3.0=2.16KN/m0.000以下19×0.24×1.6=7.30KN/m连梁重：（400×240）25×0.4×0.24=2.4N/m∑=2.16＋7.30＋2.40=11.86N/m柱A基础底面：Fk=717.29+11.86×4.5=770.66KN柱B基础底面：7.2确定基础底面积根据地质条件取2层可塑性粘土为持力层。设基础在持力层中嵌固深度为0.1m，设天然底面绝对标高为室外底面。则室外埋深1.5m，室内埋深2.1m，土层分布及埋深见图27 安徽工程大学毕业设计（论文）1、A柱（1）初估基础尺寸由于基底尺寸未知，持力层土的承载力特征先仅考虑深度修正。由于持力层为可塑性土。故取nd=1.6设故取b=2.2m，l=2.5mA=5.72（2）按持力层强度验算基础尺寸基础形心处竖向力：∑Fk=770.66+20×2.2×2.5×（2.2+1.5）/2=982.3kN基底形心处弯矩：∑Mk=25.52kN•m偏心距：满足要求2B柱27 安徽工程大学毕业设计（论文）因B、C轴向柱距仅3.0m，B、C柱分别设立为独立基础场地不够。所以将两柱做成双柱联合基础。因为两柱荷载对称，所以联合基础近似按中心受压设计基础，基础埋深2.1.如图7-2设l=5m，b=2.4m，A=12m2满足要求。3抗震验算根据《建筑抗震设计规范》本工程经行抗震验算。荷载标准组合：恒+0.5（雪+活）+地震作用A柱：上部传来竖向力：580.80+65.45+105.39=751.64kN底层墙：11.86×4.5=53.37kN竖向力：Nk=805.01kN上部传来弯矩：7.32+1.31+135.72=144.15kN•m底层墙：11.86×4.5×0.1=5.34kN•m弯矩：Mk=149.49kN•m柱底剪力：Vk=11.00+2.07-47.38=-34.31kN上部传来竖向力：（727.45+97.04+37.31）×2=1723.6kN底层墙：11.86×45×2=106.74kNFk=1830.34kNA柱基础持力层强度验算基础底形心竖向力：27 安徽工程大学毕业设计（论文）∑Fk=805.01+20×2.2×2.6×（2.1+1.5）/2=1010.93kN弯矩：∑Mk=149.49+34.31×0.55=168.36kN•m偏心距：满足要求。（B-C）柱基：满足要求。7.3地基变形验算（1）荷载地基变形验算时，荷载应按永久组合经行计算。A柱基础(2)A柱中心点沉降差(3)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27 安徽工程大学毕业设计（论文）初步取计算深度z=3.5mb=7.7m∆z=0.6m并由《建筑地基基础设计规范》查处相应的附加系数（A柱沉降计算）7-1ZZ/b"ai4ziai4(ziai-zi-1ai-1)EsiSi=4p0(ziai-zi-1ai-1)/Esi∑2.62.360.16581724.321724.32750040.057.16.450.08162317.44593.12250041.327.770.07612343.8826.4425001.8483.21所以=7.7m且P0>0.75fac=135kpa查《建筑地基基础设计规范》取=0.99（3）（B-C）柱中心点沉降27 安徽工程大学毕业设计（论文）设计计算深度Zn=8.0m∆Z=0.6mB、C柱沉降计算7-2ZZ/b"ai4Ziai4(Ziai-Zi-1ai-1)EsiSi∑4.23.50.14782483.042483.04750062.547.46.20.09952945.2462.16250034.9286.70.09262963.218．0025001.368.67.20.08843040.9677.7486001.71100.52基础沉降差：所以满足要求。7.4基础结构设计7.4.1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经行计算A柱：F=1313.27+11.86×4.5×1.2×0.1=1876.65M=23.88+11.86×4.5×1.2×0.1=30.28kN•m(B-C)柱：FB=FC=1812.61+11.86×4.5×1.2=1876.65MB=MC=22.89+11.86×4.5×1.2×0.1+0.55×3.45=31.207.4.2A柱（1）基底净反力27 安徽工程大学毕业设计（论文）(2)冲切破坏所以基础高度满足要求（1）配筋27 安徽工程大学毕业设计（论文）选用12f16As=2412mm按构造配筋间距要求配14f16As=2814mm23、BC柱基础高度：H=0.55m（1）基础净反力（2）冲切验算要求：所以满足要求（3）纵向内力计算27 安徽工程大学毕业设计（论文）（1）抗剪验算柱边剪力：满足要求（5）纵向配筋计算板底层配筋：选用14@120.板顶层配筋：按构造配筋f10@120（2）横向配筋柱下等效梁宽：柱边弯矩：27 安徽工程大学毕业设计（论文）选用820结论此毕业设计为高校教学楼框架结构设计，作为大学里的最后一门课程，主要考查学生在大学两年里，对于所学知识的掌握程度，利用所学知识解决实际问题的能力。通过一个学期的学习，我在江莉老师的指导下，通过查阅相关资料，同学的帮助，圆满的完成了此次设计。通过设计，我基本上掌握了pkpm软件的使用和原理等，学到了许多的新知识。同时，通过对旧知识的运用，使我们以前所学到的知识更加系统化、条理化，加深了我们对旧知识的掌握和理解。为我们以后的工作奠定了坚实的基础。不过，在整个设计当中，由于所学知识不精，理解不够，设计时间紧迫，而且没有设计经验，有一些参数我还不是理解的很透彻，难免会有不合理甚至错误的地方，希望能得到老师的指正。27 安徽工程大学毕业设计（论文）致谢这次我的毕业设计在江莉等多位孔nn老师的悉心指导下，顺利地完成了，在此我对江莉表示深深的感谢。江莉老师有着丰富的知识、严谨的科学态度。他对我进行的毕业设计指导，使我感觉到收益良多，我逐渐的形成了一个工程师所必需具有的严谨的态度。江老师孜孜不倦的教诲，在我的心中留下了很深的印记，老师在教授课程的同时，还要时刻关心我的毕业设计工作，基本上每天都来给我解决问题，有时会重复几遍一直讲到我们明白为止，我感觉到老师对我的毕业设计工作十分的关心。一项工程设计的独立完成，对于我来说是很不容易的，没有老师的帮助，我很难成功。经过这一次毕业设计，我感觉到，以前对实际工程的认识，仅仅局限在书本上的知识，而到了毕业设计，需要每个人独立思考，独立去完成一项完整的设计，而这一转变就需要老师的指点，这样可以达到很好的实际效果。经过这次毕业设计，我把这几年所学习的专业知识融会贯通，建立了一个体系，通过老师的帮助，在毕业设计中，不断的完善这个体系，最后转变为自己的知识，我觉得这就是毕业设计的意义。27 安徽工程大学毕业设计（论文）参考文献[1]中华人民共和国国家标准，砌体结构设计规范（GB50003-2001）[2]中华人民共和国国家标准，混凝土结构设计规范（GB50010-2002）[3]中华人民共和国国家标准，建筑抗震设计规范（GB50011_2001）[4]中华人民共和国国家标准，建筑结构制图标准（GB_T50105_2001）[5]中华人民共和国标准，房屋建筑CAD制图统一规则(GB_T18112_2000)[6]建筑楼梯模数协调标准[7]建筑设计防火规范[8]高层民用建筑设计防火规范[9]赵西平主编，房屋建筑学，中国建筑工业出版社，2006[10]王社良主编，抗震结构设计（第二版），武汉理工大学出版社，2003[11]吕西林主编，高层建筑结构（第二版），武汉理工大学出版社，2003[12]郑俊杰主编，地基处理技术，华中科技大学出版社，2004[13]四大高校合编，混泥土结构，中国建筑工业出版社，2008[13]徐秀丽主编，混泥土框架结构设计，中国建筑工业出版社，200827 安徽工程大学毕业设计（论文）附录1水平地震荷载作用下横向框架内力计算手电算比较（计算结构力学核算）注：“（）”值代表的是电算值27 安徽工程大学毕业设计（论文）分析比较：手算部分采用D值法（修正反弯点法），地震作用下按倒三角分布水平力考虑，根据对称只算A、B轴。而电算部分用计算结构力学的方法，根据“结构内力和反力的计算.exe”程序进行运算，得到一组数据，再根据框架结构对称，取其平均值。计算方法依据不同，所得结果存在误差在所难免。附表2英文翻译27 安徽工程大学毕业设计（论文）structuralsteelbehaviour1．mechanicalproperiesunderstaticloadtheimportantmechanicalpropertiesofmoststructuralsteelsunderstaticloadareindicatedintheidealizedstress-straindiagramshowninfig.1.initiallythesteelhasalinearstress-straincurvewhoseslopeistheyoung’smodulusofelasticity.ThevaluesofEvaryintherange200000-210000Mpa,andtheapproximatevalueof200000Mpaisofoftenassumed.thelimitofthelinearelasticwhileinthelinearrange,andrecoversperfectlyonunloading.thelimitofthelinearelasticbehaviourisoftencloselyapproximatedbytheyieldstressFY,andthecorresponingyieldstrainstrainεY=FY/E。beyondthislimitthesteelflowsplasticallywithoutanyincreaseinstressuntilthestrain-hardeningstrain？isreached。thisplasticrangeisusuallyconsiderable，andaccountsfortheductilityofthesteel.thestressincreasesabovetheyieldstressF？whenthestrain-hardeningstrain？isexceeded，andthiscontinuesuntiltheultimatetensilestress？isreached.afterthis，largelocalreductioninthecross-sectionoccur，andtheloadcapacitydecreaseuntiltensilefracturetakesplace.TheyieldstressFYisperhapsthemostimportantstrengthcharacteristicofastructuralsteel.thisvariessignificantlywiththechemicalconstituentsofthemostimportantofwhicharecarbonandmanganese，bothofwhichincreasetheyieldstress.theyieldstressvarieswiththeheattreatmentusedandwiththeamountofworkingwhichoccursduringtherollingprocess.thusthinnerplateswhicharemoreworkedhavehigheryieldstressesthanthickerplatesofthesameconstituency.theyieldstressesthanthickerplatesofthesameconstituency.theyieldstressisalsoincreasedbycoldworking.therateofstrainingaffectstheyieldstress,andhighratesisalsoincreasedtheupperorfirstyieldstress,aswellastheloweryieldstressFY.thestrainratesuesdinteststodeterminetheyieldstressofaparticularsteeltypearesignificantlyhigherthanthenearlystaticrateoftenencounteredinactualstructures.27 安徽工程大学毕业设计（论文）Fordesignpurpose,aminimum’yieldstressisidentifiedforeachdifferentsteelclassification.inaustraliaandengland,theseclassificationsaremadeonthebasisofthechemicalcompositionandtheheattreatment,andsotheyieldstressesineachclassificationdecreaseasthegreatestthicknessoftherolledsectionorplateincreases.ontheotherhand,americanpracticeistovarythecompositionandheattreatmentwithineachclassification,andthequotedyieldstressdonotvarywiththickness.the“minimum”yieldstressofaparticularstresslisdeterminedfromtheresultsofstandardtensiontests.thereisasignificantscatterintheseresultsbecauseofsmallvariationinthelocalcomposition,heattereatment,amoutofworing,thicknessandrateoftestingscattercloselyfollowsanormaldistributioncurve.becauseofthis,the“minimum”yieldstressFYquotedforaparticularsteelandusedindesignisusuallyacharacteristicvaluewhichhasaparticualchance(often95%)ofbeingexceededinanystandardtensiontest.consequently,itislikelythatanisolatedtestresultwillbesignificantlyhigherthanthequotedyieldstress.thisdifferencewill,ofcourse,beaccentuatedifthetestismadeforanybutthethickestportionofthecross-section.TheyieldstressFYdeterminedforuniaxialtensionisusuallyacceptedasbeingvalidforuniaxialcompression.howeverthegeneralstateofstressatapointinathin-walledmemberisoneofbiaxialtensionand/orcompression,andyieldingundertheseconditionsisnotsosimplydetermined.perhapsthemostgenerallyacceptedtheoryoftwo-dimensionalyieldingunderbiaxialstressesisthemaximumdistortionenergy2.fatiguefailureunderrepeatedloads27 安徽工程大学毕业设计（论文）Structuralsteelmayfractureatlowaveragetensilestressesafteralargernumberofcyclesoffluctuatingload.thishighcyclefatigueisinitiatedbylocaldamagecausedbytherepeatedloads,whichleadstotheformationofasmalllocalcrack.theextentofthefatiguecrackisgraduallyincreasedbythesubsequentloadrepetitions,untilfinallytheeffectivecross-sectionissoreducedthatcatastrophicfailuremayoccur.Highcyclefatigueisonlyadesignconsiderationwhenalargenumberofloadingcyclesislikelytooccurduringthedesignlifeofthestructure.thisisoftenthecaseforbridges,cranes,andstructurewhichsupportmachinery,whilewindandwaveloadingmayalsoleadtofatigueproblems.Factorswhichsignificantlyinfluencetheresistancetofatiguefailureincludeofloadcycles,therangeofstressduringaloadcycle,andthemagnitudesoflocalstressconcentrations.ItisgenerallyacceptedfordesignpurposesthatthefatiguelifeNvarieswiththestressrangefr=fmax-fminaccordingtoequationsofthetypeN=Kfr-minwhichtheconstantKdependsonthedetailsofthefatiguesite,andtheconstantmmayincreasewiththenumberofcyclesN.fatiguefailureundervariableamplitudestresscyclesisassessedusingMiner’sruleΣNi/Nim≦1inwhichNisthenumberofcyclesofaparticularstressrangefandNistheconstantamplitudefatiguelifeforthatstressrange.designingagainstfatigueinvolvesaconsiderationofjointarrangementaswellasofpermissiblestress.jointsshouldgenerallybearrangedsoastominimizestressconcentrationsandtoproduceassmootha‘stressflow’throughthejointasispracticable.welddetailsshouldbeavoided.itwillalsobeadvantageousofcontraflexureorneartheneutralaxis.3.brittlefractureunderimpactloadStructuralsteeldoesnotalwaysexhibitaductilebehaviour,andundersomecircumstancessuddenandcatastrophicfracturemayoccur,eventhoughthenominaltensilestressesarelow.brittlefractureisinitiatedbytheexistenceorformation27 安徽工程大学毕业设计（论文）ofasmallcrackinaregionofhighlocalstress.onceinitiated,thecrackmaypropagateinaductilefashionforwhichtheexternalforcesmustsupplytheenergyrequiredtotearthesteel.moreseriousarecrackswhichpropagateathighspeedinabrittlefashion,forwhichsomeoftheinternalelasticstrainenergystoredinsteelisreleasedandusedtofracturethesteel.suchacrackispropagatingwhilethereissufficientinternalstrainenergy,andwillcontinueuntilarrestedbyductileelementsinitspathwhichhavesufficientdeformationcapacitytoabsordtheinternalenergyreleased.Theresistanceofastructuretobrittlefracturedependsonthemagnitudeoflocalstressconcentration,ontheductilityofthesteel,andonthethree-dimensionalgeometricalconstraints.highlocalstressesfacilitatecrackinitiation,andsostressconcentrationsduetopoorgeometryandloadingarrangmentsaredangerous.alsoofgreatimportanceareflawsanddefectsinthematerial,whichnotincreasethelocalstresses,butalsoprovidepotentialsitesforcrackinitation.Theductilityofastructuralsteeldependsonitscomposition,heartreatment,andthickness,andvarieswithtemperatureandstrainrate.fig.4.2showstheincreasewithtemperatureofthecapacityofthesteelaabsorbenergyduringimpact.atlowtemperaturetheenergyabsorptionislowandinitiationandpropagationofbrittlefracturesarecomparativelyeasy,whichathightemperaturestheenergyabsorptionishighbecauseofductileyielding,andpropagatingcrackscanbearrested.betweenthesetwoextremesisatransitionalrangeinwhichcrackinitiationbecomesincreasinglydifficult.thelikelihoobofbrittlefractureisalsoincreasebyhighstrainratesduetodynamicloading,sincetheconsequentincreaseintheyieldstressreducesthepossibilityofenergyabsorptionbyductileyielding.thechemicalcompositionofasteelhasamarkedinfluenceonitductility:brittlenessisincreasedbythepresenceofexcessiveamountsofmostnon-metallicelements,whichductilityisincreasedbythepresenceofsomemetallicelements.asteelwithlargegrainsizetendstobemorebrittle,andthisissignificantlyinfluencedbyheattreatmentofsteelandbyitsthickness.Three-dimensionalgeometricalconstraints,suchasthoseoccurringinthicker27 安徽工程大学毕业设计（论文）ormoremassiveelements,alsoencouragebrittleness,becauseofthehigherlocalstresses,andbecauseofthegreaterreleaseofenergyduringcrackingandconsequentincreaseintheeaseofpropagationofthecrack.Theriskofbrittlefracturecanbereducedbyselectingsteeltypeswhichhaveappropriatetotheservicetemperatures,anddesigningjointswithaviewtominimizingstressconcentrationsandgeometricalconstraints.fabricationtechniquesshouldbesuchaswithavoidintroducingpotentiallydangerousflawsordefects.criticaldetailsinimportantstructuresmaybesubjectedtoinspectionproceduresaimedatdetectingsignificantflaws.ofcourse,thedesignermustgiveproperconsiderationtotheextracostofspecialsteels,fabricationtechniques,andinspectionandcorrectionprocedures.建筑钢的特性1.机械性能的静力载荷大部分的重要机械性能结构钢在静载荷应力-应变图显示图1.理想化中显示的最初钢有线性应力-应变曲线的坡度年青一代的弹性模量。E的价值观不同的范围,200000-210000Mpa大约值通常认为的20兆帕。线弹性的极限,而在线性范围,并恢复完全卸货。的极限线弹性行为通常是密切近似之,比起屈服应力应变解决产量应变εY=FY/E。在这一极限钢流塑性在不增加压力,直到达到拉伤FY高。这塑胶范围通常也相当可观,占延性等。以上的应力增加屈服强度FY当超过拉伤高,这将一直持续到最终的拉应力FY达到。在这之后,较大的局部减少断面发生,而其承载能力降低,直到拉伸断口发生。产生压力吗FY27 安徽工程大学毕业设计（论文）也许是最重要力量钢结构的特征,这与化学变化是很大的成分,其中最重要的是碳和锰,两者都增加产量压力。屈服应力随热处理使用和大量工作发生在轧制过程的厚度变得越来越薄。这样更强调更高产量的工作已经比厚板相同的支持者。屈服应力比厚板相同的支持者。屈服应力也增加了冷工作,两者间的比例影响紧张的屈服强度、高费率也增加了上限或第一屈服强度,以及产品收率低压力吗FY变形速率,适用于试验,确定某一特定的屈服应力钢类型明显高于近静态率经常遇到,在实际结构。设计的目的,确定最低的屈服应力对不同钢分类。在澳大利亚和英国,这些分类,在此基础上提出了化学成分和热处理,因此产量侧重于每个分类减少看作是最大的厚度的滚段或板增加。另一方面,美国的做法是不同的组成和热处理在每个分类和被引用的屈服强度不随厚度。“至少一种特殊的屈服应力钢的结果是根据达标拉力测试。我有一个重要的散落在这些结果因为小小的变化,对待当地组成、热寒的松林、厚度、测试的速度分散正态分布曲线紧随其后,因为屈服强度至少吗?引用为一个特别的钢铁和用于设计通常是一种有常设特征值的机会(通常是95%)被超过标准拉伸试验。因此,但有可能是一个孤立的测试结果将是显著高于其引用屈服强度。这不同,当然,如果这次试验是由主要除了最厚的部分断面。产量压力吗?确定为单轴受拉通常是被接受为被有效单轴压缩的一般的受力状况。在一个点上薄壁构件构件的紧张和/或压缩和屈服在这些条件是不那么干脆就决定。也许最一般的接受的理论二维屈服应力条件下的最大变形的能量2。疲劳断裂承受反复荷载在钢结构可能骨折后拉应力平均产量低较大数量的周期的脉动负荷。这个高循环疲劳由此所造成的损害当地重复荷载作用,导致形成当地的小裂纹。疲劳裂纹的程度的增加而逐渐后续负荷重复,直到最后有效的截面是如此严重的故障,该组织将会出现。高周波疲劳只是一个设计审议时,大量的循环加载容易出现在设计生活的结构。经常是这种情况桥梁、吊车、和结构所支持的机械,而风和波浪作用也会导致疲劳问题。显著影响因素、耐疲劳失效包括荷载应力范围周期中,在负荷周期,并且重要的很少局部应力的浓度。这是公认的以设计的疲劳寿命N随应力范围fr=fmax-fmin27 安徽工程大学毕业设计（论文）根据方程为基础的类型在不断凯西取决于疲劳网站的细节,不断的m可能增加循环数的N。N=Kfr-m下的疲劳损坏评估变幅应力循环使用矿工的规则氮的是大量的周期的特定应力范围f和N就是不断的振幅疲劳寿命的应力范围。ΣNi/Nim≦1设计与疲劳牵涉到一个考虑的共同安排关节的压力。允许的情况下,应该予以最小化如此安排,产生的应力集中顺利地“压力流量的通过共同及实际细节。焊接应该避开。它也将是有利的弯曲或附近的中性轴。3.在冲击载荷来讲脆性断裂钢结构并不总是有韧性的行为,在某些情况下可能发生突然及严重的骨折,虽然名义拉应力低。脆性断裂是否存在发出一个小裂纹的形成局部应力高的地方。一旦开始,裂缝可以穿韧性时尚的外力必须提供所需的能量撕等。更严重的是裂缝在高速度繁殖脆性时尚,其中的内部的弹性应变能量储存在钢被释放和使用钢断裂传播裂纹简支梁死去,有足够的应变,并将持续下去,直到被球元素在它的道路,有足够的变形能力来吸收的内在能量释放。电阻的建筑物对脆性断裂的大小取决于应力集中,在当地的延性钢材、三维几何约束。高的局部张力促进裂纹萌生,由于糟糕的应力集中几何和加载安排是危险的。也非常重要的缺陷与不足之处是材料,这不会增加局部张力潜在的土地,而且还提供对裂纹的邀请。钢结构的延性取决于它的组成、热处理、和壁厚,随温度而变化,和应变速率。图显示了0.2-0.4秒的温度的增加而增加的能力在钢一个能量吸收的影响。在较低的温度很低,能量吸收萌生和扩展活动的脆性骨折是比较容易,在高温下,能量吸收高,因为材料的抗延性气馁,与传播裂缝可以逮捕。这两种极端之间是转轨范围,裂纹萌生变得越来越难了。可能的脆性断裂的也增加高应变率由于动荷载作用下,因为由此屈服强度增加的可能性减少能量吸收的化学成分韧性屈服,钢有明显影响延性:脆性增加的存在过量的大多数非金属元素,其中延性增加的存在某些金属元素。钢与大粒度趋向于更加脆弱、这是通过热处理有显著影响钢和其厚度。三维几何约束的条件下,如厚点的还是发生在更大的元素,同时也鼓励因为更高的脆性,局部张力的更大,因为释放能量在开裂和随之增加传播减轻破裂。脆性断裂的风险可以减少钢类型,选择适当服务的温度,且设计关节为了减少应力集中和几何约束。制造技术等应避免引进具有潜在危险的缺陷或缺陷。关键重要建筑的细节都将受到检验程序,旨在发现明显的缺陷。当然,设计者们必须给予适当的额外费用是考虑到特殊钢、制备工艺、检验和修正程序。27 安徽工程大学毕业设计（论文）27'