某商住楼框架结构设计.doc 107页

'----------------------------------------------------------某商住楼框架结构设计107 ----------------------------------------------------------摘要本毕业设计工程是武汉市某小区里的商住楼，包括建筑设计和结构设计两部分内容。一、建筑设计是在总体规划的前提下，根据设计任务书的要求，综合考虑建筑物与周围环境、建筑物的使用功能、流水交通及经济性等问题，依据相关设计规范来确定设计方案，做出建筑的结构形式、建筑平面、剖面及立面设计。二、结构设计是在建筑物初步设计的基础上确定结构方案；选择合理的结构体系；进行结构布置，并初步估算，确定结构构件尺寸，进行结构计算。在确定框架布局之后，我先进行了层间荷载代表值的计算,接着利用顶点位移法求出自振周期，进而按底部剪力法计算水平荷载（地震荷载、风荷载）的作用，求出在水平荷载作用下的结构内力（弯矩、剪力、轴力）。接着计算竖向荷载（恒载及活荷载）作用下的结构内力，并利用Excel表格找出最不利的一组或几组内力组合，选取最安全的结果计算配筋。此外还进行了基础、楼板及楼梯的设计，利用PKPM电算软件对整体结构进行分析，并绘制相关的结构施工图。关键词：框架结构；荷载计算；内力计算；内力组合；抗震设计；PKPM107 ----------------------------------------------------------AbstractThisengineeringgraduationprojectincludestwoparts---thearchitecturedesignandthestructuredesignofadistrictinWuhanincommercialandresidentialbuilding.1.Thearchitecturedesignismadeunderthepremiseoftheoverallprogramming,accordingtotherequestofthedesignmission,inaddition,thebuildinganditssurroundings,usagefunction,thetransportationandarchitectureeconomyandsoonarecompressivelyconsidered.Andtheprojectdesignaccordingtotherelateddesignnormconfirmthestructuralformofarchitecture,thedesignoftheplanviews,theelevationviewsandthesectionalviews.2.Thestructuredesignisbasedonpreliminaryarchitecturedesign,toselecttherightstructuretype,precedestructurearrangementandsizesofstructurecomponentstocalculate.Whenthedirectionsoftheframesisdetermined,firstlytheweightofeachflooriscalculated.Thenthevibratecycleiscalculatedbyutilizingthepeak-displacementmethod,thenmakingtheamountofthehorizontalloadforce(seismicload，windload)canbegotbywayofthebottom-shearforcemethod.Theforcecanbeassignedaccordingtotheshearingstiffnessoftheframesofthedifferentaxis.Thentheinternalforce(bendingmoment,shearingforceandaxialforce)inthestructureunderthehorizontalloadscanbeeasilycalculated.Afterthedeterminationoftheinternalforceunderthedeadandliveloads,thecombinationofinternalforcecanbemadebyusingtheExcelsoftware,whosepurposeistofindoneorseveralsetsofthemostadverseinternalforce，whichwillbethebasisofprotractingthereinforcingdrawingsofthecomponents.Besidethat,Thedesignsofthefoundation、floorslabsandstairsarealsobeapproachedbycalculatingtheinternalforceandreinforcing.WecanusethecomputersoftwarePKPMtoanalysistheoverallstructure.Afterall，theconstructiondrawingsarecompleted.KeyWords:framestructure；loadcomputation；internalloadcomputation；internalloadcombination；anti-seismicdesign；PKPM107 ----------------------------------------------------------绪论湖北省武汉市某商住楼建筑结构设计内容包括建筑设计、结构设计两部份。除计算书部分外还附带建筑施工图和结构施工图对本毕业设计进行说明。由于是做商住楼建筑结构设计，采用的是框架结构，这样利于形成较大的空间供营业部分使用，采取柱网布置既能满足生产和建筑平面的要求，又可以使结构受力合理，施工方便。本设计建筑部分根据使用要求进行合理的设计，并符合相应规范等要求。结构设计部分包括合理确定房屋结构形式，作出各层平面结构布置图，结构内力分析及构件设计，根据现行国家设计规范，计算结构荷载及地震作用。手算完成结构一个主轴方向的内力分析，进行框架梁、柱的内力组合，完成构件的截面设计。毕业设计的三个多月里，在指导老师的帮助下，经过资料查阅、建筑绘图、设计计算、论文撰写以及外文的翻译，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和天正建筑，以上所有这些从不同方面达到了毕业设计的目的与要求。毕业设计是整个大学阶段成果，通过毕业设计能对专业知识进行全方位的考查，我所采用的是框架结构设计，在计算过程中以手算为主，竖向内力计算采用计算机辅助计算，由于自己的水平有限，设计难免会有不足之处，敬请各位老师批评指正。107 ----------------------------------------------------------1建筑设计建筑设计是根据总体规划的要求的同时按照任务书上面的内容进行布局和设计，对多方面进行深层次的考虑，包括建筑使用功能，结构施工，以及建筑经济等方面。建筑设计是行业中至关重要的一环，其在整个工程设计中起着主导和先行的作用，除考虑上述各种要求以外，还应考虑建筑与结构，建筑与各种设备等相关技术的综合协调，以及如何以更少的材料，劳动力，投资和时间来实现各种要求，使建筑物做到适用，经济，坚固，美观，这对建筑行业的人提出了很高的要求，促使土木工程专业的人不断的更新设计和施工技术，综合考虑，力求完美。1.1总平面设计为满足社会需要和适应城市的发展，拟在武汉市市区某一小区新建商场住宅综合楼。本建筑平面面积为6163.56平方米；商场面积为2457平方米，住宅面积为3706.56平方米；建筑总高度30.3m，共八层，一二层层高4.8m,其余层层高均为2.9m，室内外高差0.45m。107 ----------------------------------------------------------图1-1总平面图1.2建筑等级与要求(1)采用钢筋混凝土框架结构。(2)建筑结构安全等级为二级。(3)框架抗震等级为四级。(4)基础采用桩基础，地基基础设计等级为丙级。1.3建筑设计条件(1)气象条件温度:最热月平均3最冷月平均，极端最高39,极端最低-2。相对湿度:最热月平均75%。主导风向:全年为西北风,夏季为东南风,基本风压w。=0.35，地面粗糙类别为C类。(2)地质条件拟建小区地形平坦，自然标高20.1m;根据工程地质勘查报告，场地内土层自上而下依次为：①杂填土，厚1.8m,地基承载力特征值125.0KN/㎡;②灰色淤泥质粘土，中密，厚22m,地基承载力特征值为95.0KN/㎡;③粉土夹粉质粘土，密实，厚29m,承载力特征值为149.0KN/㎡;④黄褐色粉质粘土，地基承载力特征值为228.3KN/㎡。实测地下水位标高16.5m,水质无侵蚀性。根据地震区划图，本工程建筑抗震设防类别为丙类，抗震设防烈度为6度，设计基本地震加速度为0.05g;设计地震分组为第一组。场地类别为Ⅲ类场地，无液化土层，场地特征周期0.35s。框架抗震等级为四级。1.4建筑图详见图纸107 ----------------------------------------------------------2结构设计本建筑的结构设计采用的是钢筋混凝土结构，因为钢筋混凝土结构有以下的一些优点。合理的利用了钢筋和混凝土两种材料的受力性能特点，可以形成强度较高、刚度较大的结构构件。这些构件在有些情况下可以用来代替钢构件，因而能够节约刚材，降低造价。耐久性和耐火性较好，维护费用低。可模性好，结构造型灵活，可以根据使用需要浇注成各种形状的结构。现浇钢筋混凝土结构的整体性好，又具备必要的延性，适于用作抗震结构；同时它的防震性和防辐射性也好，亦适于用作防护结构。混凝土中占比例较大的砂、石材料便于就地取材。因为钢筋混凝土具有这些特点，所以在建筑结构，地下结构，桥梁，隧道，铁路等土木工程中得到广泛应用。混凝土以成为当今世界上用量最大的建筑材料。但是，钢筋混凝土也存在一些缺点，如自重过大，抗裂性能较差，隔热隔声性能不好，浇注混凝土时需要模板和支撑，户外施工受到季节条件限制，补强修复比较困难。这些缺点在一定程度上限制了钢筋混凝土的应用范围。随着科学技术的发展，钢筋混凝土的这些缺点正在逐步的得到克服和改善。所以考虑到本建筑的层高不是很高，所以通过提高混凝土的强度来改善混凝土的这些缺点。框架结构体系一般用于钢结构和钢筋混凝土结构中，由梁和柱通过节点构成承载结构，框架形式可灵活布置建筑空间，使用较方便。但是随着建筑高度的增加，水平作用使得框架底部梁柱构件的弯矩和剪力显著增加，从而导致梁柱截面尺寸和配筋量增加，到一定程度，将给建筑平面布置和空间处理带来困难，影响建筑空间的正常使用，在材料用量和造价方面也趋于不合理。因此在使用上层数受到限制，正是因为本设计采用的是五层，建筑的高宽比H/B小于5，建筑高度小于55m，所以选用框架结构体系。107 ----------------------------------------------------------2.1结构平面布置本次方案采用前楼商场部分和主楼部分分开布置，主楼商场部分横向承重，及框架主梁沿横向布置，横向框架为主要承重框架，主梁和柱可形成横向框架，横向抗倒刚度大，各榀横向框架间由纵向的次梁相连。而前楼商场部分则是采用纵向布置，布置横向的次梁。前楼和主楼部分由沉降缝隔断。图2-1结构平面布置图2.2结构选型2.2.1梁和楼板尺寸估算(1)现浇板楼盖及屋盖均采用现浇钢筋混凝土结构，因长边与短边之比为<2.0，所以本设计按双向板计算。根据工程经验，板厚h应取h=100mm。107 ----------------------------------------------------------(2)主梁主梁截面按梁跨度的估算，次梁截面按梁跨度的估算，截面宽度按梁截面高度的估算，由此估算的梁截面尺寸见表2-1，表中还给出了梁的混凝土强度等级。表2-1梁截面尺寸及混凝土强度等级结构混凝土强度等级KJ跨横梁200450JG跨横梁200450GF跨横梁200450(3)框架柱本建筑主体结构八层，实体总高度小于30m，工程设防烈度为6度，根据《建筑杭震设计规范》（GB50011-2010）第6.3.6条规定，本框架结构房屋的抗震等级为四级，柱的轴压比限值，取柱混泥土强度等级为C30,由此可估算柱的截面尺寸。柱的负载面积很容易，各层的重力代表值为12边柱轴力增大系数取1.3，中轴的轴力增大系数取1.25，则柱的截面尺寸估算为边柱：中柱：如柱截面为正方形，考虑上式估算数据，本设计柱截面尺寸取值为1-8层400×400㎜。107 ----------------------------------------------------------2.3框架计算简图及梁柱线刚度取②轴上的一榀框架计算。假定框架柱嵌固于基础顶面，框架梁与柱刚接，由于各层柱的截面尺寸不变，故梁跨等于柱截面形心轴线之间的距离，底层柱高从基础顶面算至二层楼面，基础顶面标高3为-1.000m，二层标高为4.800m，底层柱高为5.80m，二层柱高为4.80m，其余各层柱高均为2.90m。2.3.1框架线刚度计算对于中框架梁取左边跨梁：中跨梁：右边跨梁：底层柱：二层柱：其他层柱：107 ----------------------------------------------------------令，则其余各构件的相对线刚度为2.3.2框架线刚度计算确定计算简图如下图所示107 ----------------------------------------------------------图2-2横向框架计算简图107 ----------------------------------------------------------2.4荷载计算2.4.1恒荷载标准值计算恒载的统计也是分开的，主楼和前楼分别统计计算。(1)屋面主楼的屋面，主楼屋面为现浇混凝土楼面再架上坡屋面坡屋面部分水泥瓦挂条瓦顺水条防水材料20厚水泥砂浆找平层40厚保温层20厚水泥砂浆找平层钢筋混凝土屋面板现浇楼顶部分20厚水泥砂浆找平层100厚现浇钢筋混泥土板铝合金龙骨吊顶总计：前楼的屋面防水层（刚性）30厚C20细石混凝土防水防水层（柔性）SBS改性沥青防水卷材找平层：15厚水泥砂浆找坡层：40厚水泥石灰焦渣砂浆0.3%找平找平层：15厚水泥砂浆107 ----------------------------------------------------------保温层：80厚矿渣水泥结构层：100厚现浇钢筋混凝土板吊顶：铝合金龙骨合计：(2)楼面釉面陶瓷地面砖，水泥砂浆擦缝；30厚1：3干硬性水泥砂浆，面上撒2㎜厚素水泥；水泥砂浆结合层一道结构层：100厚现浇钢筋混凝土板吊顶：铝合金龙骨合计：(3)主梁主楼的主梁有以下一类型200×450(4)柱自重b×h=400㎜×400㎜抹灰层：10㎜厚混合砂浆合计：2.4.2计算各层重力荷载代表值第八层：顶层重力荷载代表值包括，屋顶自重，主梁自重，半层柱柱自重，以及半层墙自重屋顶自重：主梁自重：墙自重：107 ----------------------------------------------------------柱自重：第三到第七标准层：标准层重力荷载包括，楼面恒载，横纵梁自重，柱自重，以及墙自重。楼面恒载：主梁自重：墙自重：柱自重：第二层：楼面恒载：主梁自重：墙自重：柱自重：第一层：楼面恒载：主梁自重：墙自重柱自重：建筑物总重力荷载代表值：107 ----------------------------------------------------------图2-3各层重力荷载代表值107 ----------------------------------------------------------2.4.3活荷载标准值计算(1)屋面和楼面活荷载标准值：根据《荷载规范》查得：不上人屋面：楼面：楼梯：(2)雪荷载——查全国基本雪压分布图（武汉地区）(3)雪荷载计算Sk=μrs0式中Sk------雪荷载的标准值（kN/m2）μr------屋面积雪分布系数（荷载规范6.2.1——7）s0------基本雪压（kN/m2）（设计资料已明确为0.2）屋面均布活荷载与雪荷载，取较大者，不同时考虑。本设计不考虑积灰荷载。作用在屋面上的雪荷载标准值0.20小于不上人屋面的活荷载标准值0.5，因此不考虑雪荷载107 ----------------------------------------------------------2.5竖向荷载下框架荷载计算图2-4框架受荷计算图2.5.1K-J轴间框架梁荷载计算(1)屋面板①恒载屋面板：②活载：(2)楼面板①恒载楼面板：填充墙：②活载：三到八层住宅一二层商场107 ----------------------------------------------------------主梁自重：(3)K-J轴间框架梁荷载①屋面梁恒载=主梁自重+板传荷载活载=板传荷载②楼面梁恒载=主梁自重+板传荷载+墙自重活载=板传荷载住宅部分楼面梁商场部分楼面梁2.5.1J-G轴间框架梁荷载计算(1)屋面板①恒载屋面板②活载(2)楼面板①恒载楼面板填充墙：②活载：三到八层住宅一二层商场主梁自重：(3)J-G轴间框架梁荷载①屋面梁恒载=主梁自重+板传荷载107 ----------------------------------------------------------活载=板传荷载②楼面梁恒载=主梁自重+墙自重+板传荷载活载=板传荷载住宅部分楼面梁商场部分楼面梁2.5.1G-F轴间框架梁荷载计算(1)屋面板①恒载屋面板：②活载：(2)楼面板①恒载楼面板：填充墙：②活载：三到八层一二层主梁自重：(3)G-F轴间框架梁荷载①屋面梁恒载=主梁自重+板传荷载活载=板传荷载②楼面梁恒载=主梁自重+墙自重+板传荷载活载=板传荷载107 ----------------------------------------------------------住宅部分楼面梁商场部分楼面梁2.6框架柱荷载计算(1)K轴柱纵向集中荷载计算顶层柱恒载=梁自重+板传荷载顶层柱活载=板传活载三到七层柱恒载=墙自重+梁自重+板传荷载三到七层柱活载=板传活载一二层柱恒载=墙自重+梁自重+板传荷载一二层柱活载=板传荷载(2)J轴柱纵向集中荷载计算顶层柱恒载=梁自重+板传荷载顶层柱活载=板传活载三到七层柱恒载=墙自重+梁自重+板传荷载三到七层柱活载=板传活载107 ----------------------------------------------------------一二层柱恒载=墙自重+梁自重+板传荷载一二层柱活载=板传荷载(3)G轴柱纵向集中荷载计算顶层柱恒载=梁自重+板传荷载顶层柱活载=板传活载三到七层柱恒载=墙自重+梁自重+板传荷载三到七层柱活载=板传活载一二层柱恒载=墙自重+梁自重+板传荷载一二层柱活载=板传荷载(4)F轴柱纵向集中荷载计算顶层柱恒载=梁自重+板传荷载顶层柱活载=板传活载三到七层柱恒载=墙自重+梁自重+板传荷载107 ----------------------------------------------------------三到七层柱活载=板传活载一二层柱恒载=墙自重+梁自重+板传荷载一二层柱活载=板传荷载107 ----------------------------------------------------------图2-5竖向荷载计算简图(KN)107 ----------------------------------------------------------2.7风荷载计算(1)风荷载标准值计算公式为：式中—风荷载标准值（kN/m2）—高度Z处的风振系数—风荷载体型系数—风压高度变化系数—基本风压（kN/m2）由《荷载规范》，基本风压：=0.35KN/m，地面粗糙度为C类。风载体型系数由《荷载规范》第7.3节查得：=0.8（迎风面）和=-0.5（背风面）。《荷载规范》规定，对于高度大于30m，且高宽比大于1.5的房屋结构，应采用风振系数来考虑风压脉动的影响。本设计中，房屋高度H=30.3m,高宽比不大于1.5，所以不需要考虑风压脉动的影响，取=1.0。表2-2风荷载的等效节点集中力计算表层次Z(m)A(P(KN)81.01.001.30.3528.018.78.5171.00.981.30.3525.118.78.3461．00．961.30.3522.218.78.1751．00．881.30.3519.318.77.4941．00．801.30.3516.418.76.8131．00．741.30.3513.518.76.3021．00．741.30.3510.618.76.3011．00．741.30.355.822.67.61(2)风荷载作用下的位移验算柱抗侧移刚度修正系数一般层：底层：107 ----------------------------------------------------------表2-3横向3—8层D值计算表构件名称K轴柱0.32010091J轴柱0.49015452G轴柱0.45514348F轴柱0.2578104表2-4横向二层柱D值计算构件名称K轴柱0.4403048J轴柱0.6154260G轴柱0.5813588F轴柱0.3632514107 ----------------------------------------------------------表2-5横向底层柱D值计算表构件名称K轴柱0.6132495J轴柱0.7443019G轴柱0.7202865F轴柱0.5562282(3)风荷载作用下框架侧移计算水平荷载作用下框架的层间侧移按下式计算：式中------第j层的总剪力。------第j层所有柱的抗侧刚度之和。-------第j层的层间侧移。表2-5风载荷作用下框架侧移计算层次88.518.51479950.000180.00006278.3416.85479950.000350.000121107 ----------------------------------------------------------68.1725.02479950.000520.00017957.4932.51479950.000680.00023446.8139.32479950.000820.00028336.3045.62479950.000950.00032826.3051.92134100.003870.00080617.6159.53106610.005560.000959侧移的计算：层间侧移最大值0.000959<，满足要求。2.8抗震结构设计(1)水平地震力作用下框架的侧移验算由于建筑物纵向长度大，所以只考虑横向抗震。①梁的线刚度：左边跨：中间跨：右边跨：②柱的线刚度：底层柱：二层柱：三到八层柱：107 ----------------------------------------------------------侧移刚度D计算见下表。表2-6横向3—8层D值计算表构件名称K轴柱0.32010091J轴柱0.49015452G轴柱0.45514348F轴柱0.2578104表2-7横向二层柱D值计算构件名称K轴柱0.4403048J轴柱0.6154260107 ----------------------------------------------------------G轴柱0.5813588F轴柱0.3632514表2-8横向底层柱D值计算表构件名称K轴柱0.6132495J轴柱0.7443019G轴柱0.7202865F轴柱0.5562282(2)自振周期计算因取一木品框架所以。表2-8横向框架顶点位移计算值层次86724.096724.0947995×130.0108107 ----------------------------------------------------------75308.4012032.4947995×130.019365308.4017340.8947995×130.026555308.4022649.2947995×130.034645308.4027957.6947995×130.042235308.4033266.0947995×130.050125230.6038496.6913410×130.209717353.6045848.2910661×130.3117按顶点位移法计算，取基本周期调整系数，计算公式为：=0.98(s)地震作用系数：6度抗震设防，多遇地震，地震分组为第一组，三类场地有取结构阻尼比为：(3)水平地震作用及框架侧移计算由于，应考虑顶部附加水平地震作用。顶部附加水平地震作用系数为：结构总水平地震标准值为：各层水平地震作用标准值可以用以下公式计算：第一层：107 ----------------------------------------------------------第二层：第三层：第四层：第五层：第六层：第七层：107 ----------------------------------------------------------第八层：表2-9水平地震作用下的框架侧移验算表层次相对值限值816.3616.36479950.000340.0001276.2622.62479950.000470.0001665.5328.15479950.000590.0002054.8132.96479950.000690.0002444.0937.09479950.000770.0002733.3740.42479950.000840.0002922.8343.25134100.003230.0006711.9645.21106610.004240.00073层间最大侧移为0.00073＜，满足要求。107 ----------------------------------------------------------2.9内力计算2.9.1风荷载作用下的内力计算本设计书以图中⑨号轴线横向框架内力计算为例，说明计算方法及过程，其余的框架内力计算从略，采用D值法进行计算。风载作用下的杆端内力值--------------------------------------------------------------------------------------------杆端1杆端2--------------------------------------------------------------------------------单元码轴力剪力弯矩轴力剪力弯矩--------------------------------------------------------------------------------------------154.134760013.6832700-56.508757254.134760013.683270023.8314215217.754056316.6181208-62.400947117.754056316.618120835.61580133-16.022340216.4300254-60.6444517-16.022340216.430025432.10281054-55.866476112.7949932-54.4540592-55.866476112.794993219.7220255537.71157738.29501149-21.661583037.71157738.2950114930.4763064616.307384616.0542589-38.843294316.307384616.054258943.49503387-12.274370317.5320379-33.6326863-12.274370317.532037939.43679328-41.744591510.0350543-15.6932751-41.744591510.035054325.9829169926.03679556.00594804-5.9061684126.03679556.0059480419.28184781012.691418014.6982940-18.698920912.691418014.698294030.173378611-8.7108135117.3312847-14.5182936-8.7108135117.331284726.633721112-30.01740007.58086083-1.53690998-30.01740007.5808608315.55175741318.00961615.09987162-7.6806936718.00961615.0998716215.2246632149.1487649212.4931779-16.27544179.1487649212.493177923.423850315-5.9750916314.3488175-13.5055758-5.9750916314.348817520.782806116-21.18328947.37458368-4.72760981-21.18328947.3745836812.40941771711.67794804.37955091-6.2582069311.67794804.3795509112.7047519186.2610568910.1213116-13.46280456.2610568910.121311619.3103210107 ----------------------------------------------------------19-3.8890537711.8698911-11.1410900-3.8890537711.869891117.179114320-14.04995116.13607825-3.78651119-14.04995116.1360782510.4387674216.714339913.38479992-4.159897296.714339913.3847999210.4684905223.999254057.70742026-9.669950813.999254057.7074202615.482056923-2.314261359.15029453-7.89430750-2.314261359.1502945313.871469124-8.399332614.77481171-2.26859678-8.399332614.774811718.74616267253.153924262.01289720-1.854654463.153924262.012897208.05609179262.264461035.24077887-5.668793002.264461035.2407788711.167289427-1.192949916.23315877-4.43538412-1.192949916.2331587710.146004028-4.225435393.36048444-0.54662723-4.225435393.360484446.99339252290.999405340.753247540.144356130.999405340.753247544.45285910300.949051022.76698926-2.508275880.949051022.766989267.3498662631-0.438081683.68533106-1.66002797-0.438081683.685331066.4625324732-1.510374681.303129821.05599404-1.510374681.303129823.4469545933-2.22174141-16.423182745.4930045-2.22174141-16.4231827-42.583801634-4.01093656-11.674781836.3824749-4.01093656-11.6747818-35.175469835-5.39392358-8.0271793926.9625415-5.39392358-8.02717939-26.224051836-6.49524901-4.9636081616.8646492-6.49524901-4.96360816-16.371254837-6.08967929-6.3316680521.4828701-6.08967929-6.33166805-20.841857938-6.79809728-3.5604156512.3231449-6.79809728-3.56041565-11.952099139-7.08035034-2.154518927.91173566-7.08035034-2.15451892-7.7139145640-7.75675246-0.999405344.45285910-7.75675246-0.99940534-4.1948169841-1.65787949-17.869854431.8752941-1.65787949-17.8698544-32.557153742-2.65497162-15.290748327.0184849-2.65497162-15.2907483-27.329879843-3.18880748-11.569832520.2247685-3.18880748-11.5698325-20.411975444-3.71781296-9.2193760816.0447968-3.71781296-9.21937608-16.207044545-4.08135768-7.2254110012.6090170-4.08135768-7.22541100-12.734353846-4.33145588-5.295208679.19875080-4.33145588-5.29520867-9.2921081047-4.60656073-3.469928935.96165081-4.60656073-3.46992893-6.0139091948-4.98976320-1.948456363.15504929-4.98976320-1.94845636-3.2148805649-2.75988770-14.121884533.1783431-2.75988770-14.1218845-35.415300750-2.45410156-11.727191526.6252071-2.45410156-11.7271915-27.519826951-0.20605469-8.8341106219.7273215-0.20605469-8.83411062-20.279367352-1.23828125-7.1333382215.7168516-1.23828125-7.13333822-16.195928953-1.36083984-5.6506185812.3390680-1.36083984-5.65061858-12.707364254-1.41406250-4.173897239.01474519-1.41406250-4.17389723-9.2927899155-2.05761719-2.715060705.79212283-2.05761719-2.71506070-5.9373984856-1.30468750-1.510374683.24765191-1.30468750-1.51037468-3.44695459--------------------------------------------------------------------------------------------107 ----------------------------------------------------------图2-6框架在风荷载作用下计算简图107 ----------------------------------------------------------图2-7风载作用下框架弯矩图（KN）107 ----------------------------------------------------------图2-8风载作用下框架剪力图（KN）107 ----------------------------------------------------------图2-9风荷载作用下框架轴力图（KN）107 ----------------------------------------------------------2.9.2地震作用下的内力计算采用D值法进行计算，计算方法与框架在风荷载作用下的内力计算相同。(1)各柱端弯矩值的计算柱上、下端弯矩按下式来计算:上端：下端：(2)各梁端弯矩值的计算计算公式：地震作用下的杆端内力值-------------------------------------------------------------------------------------------杆端1杆端2-------------------------------------------------------------------------------单元码轴力剪力弯矩轴力剪力弯矩-------------------------------------------------------------------------------------------166.55478249.98952876-38.904981366.55478249.9895287619.0342854210.204943912.8017624-44.355099610.204943912.801762429.89512253-15.185197412.7400298-44.2022897-15.185197412.740029829.68988334-61.57452899.67867893-38.1726161-61.57452899.6786789317.9637216545.99254017.73104850-18.111859045.99254017.7310485018.9971737615.033769713.6977459-33.829786915.033769713.697745931.91939387-14.287023813.9935564-34.2659859-14.287023813.993556432.90308508-46.73928607.82764905-17.9036961-46.73928607.8276490519.6690192931.99582305.13501697-5.8654496431.99582305.135016979.026099571014.852346013.7646286-19.380044614.852346013.764628620.537378511-11.621739615.1289336-21.2797220-11.621739615.128933622.594185412-35.22642946.39142076-7.53132508-35.22642946.3914207611.00379511322.97032934.92293936-7.0085353022.97032934.922939367.267988831412.455410511.9807931-17.436587512.455410511.980793117.307712615-8.8786926113.6486461-19.8824842-8.8786926113.648646119.698589616-26.54704736.49762127-9.32648472-26.54704736.497621279.516616981715.56462514.31340905-5.9727507715.56462514.313409056.53613549107 ----------------------------------------------------------189.8511754610.4993365-15.13510939.8511754610.499336515.312966619-6.5206205312.1845956-17.5991993-6.5206205312.184595617.736128020-18.89518005.96265874-8.41600499-18.89518005.962658748.87570535219.419561283.51222415-4.504179099.419561283.512224155.68127095227.264803298.85020317-12.47526297.264803298.8502031713.190326323-4.5403583610.5607472-14.9342892-4.5403583610.560747215.691877624-12.14400625.22682546-6.95635733-12.14400625.226825468.20143650254.665356212.43626053-2.919873434.665356212.436260534.14528209264.646288957.06298428-9.604373534.646288957.0629842810.878280827-2.865260298.72532331-11.8560654-2.865260298.7253233113.447372128-6.446384864.39543189-5.14837052-6.446384864.395431897.59838196291.332734761.89272224-2.125391441.332734761.892722243.36350304302.146903685.27305775-6.398080832.146903685.273057758.8937866531-1.287643606.54726174-7.73675763-1.287643606.5472617411.250301432-2.191994852.64695827-2.30728709-2.191994852.646958275.36889189330.29848026-20.562242237.14614450.29848026-20.5622422-30.709254834-0.23396847-13.996717124.8626233-0.23396847-13.9967171-21.326543235-3.15792239-9.0254936416.0346348-3.15792239-9.02549364-13.749494136-4.00881510-6.1450638411.0403145-4.00881510-6.14506384-9.2383960837-3.48046970-7.4057042713.2407396-3.48046970-7.40570427-11.198084538-4.45403637-4.754205078.60114438-4.45403637-4.75420507-7.0877323539-5.71646171-3.332621456.27067353-5.71646171-3.33262145-4.7269772540-14.4672777-1.332734763.36350304-14.4672777-1.33273476-1.0345216841-0.59750328-15.733416433.0156546-0.59750328-15.7334164-33.064694142-0.30085114-14.178140829.9728952-0.30085114-14.1781408-29.575296443-1.37408692-11.422429124.2244719-1.37408692-11.4224291-23.749730344-1.99901307-10.009939421.2447375-1.99901307-10.0099394-20.797007945-2.35968171-8.7314360018.5498334-2.35968171-8.73143600-18.122197746-2.66681747-7.3727194115.7069674-2.66681747-7.37271941-15.258454047-3.92653519-5.8320067112.5493844-3.92653519-5.83200671-11.945043748-9.19422001-3.479638457.85926497-9.19422001-3.47963845-6.7552165049-1.85102988-14.835242830.8911751-1.85102988-14.8352428-35.867417750-1.43622828-11.512856624.6075106-1.43622828-11.5128566-27.2003443510.10620051-8.6793820518.72693930.10620051-8.67938205-20.330279852-0.53496254-7.6518673316.5007810-0.53496254-7.65186733-17.932621953-0.73583328-6.7511738314.5482195-0.73583328-6.75117383-15.832062654-0.83139357-5.6976213512.2894890-0.83139357-5.69762135-13.349807055-1.74847362-4.254390019.23908601-1.74847362-4.25439001-9.9056690656-2.64695827-2.191994854.49508493-2.64695827-2.19199485-5.36889189-----------------------------------------------------------------------------------------107 ----------------------------------------------------------图2-10地震作用下计算简图（KN）107 ----------------------------------------------------------图2-10地震作用下框架弯矩图107 ----------------------------------------------------------图2-11地震作用下框架剪力图（KN）107 ----------------------------------------------------------图2-12地震作用下框架轴力图（KN）107 ----------------------------------------------------------2.9.3恒荷载标准值作用下的内力计算采用力矩二次分配法计算值见表2-10。表2-10梁与柱线刚度计算值编号截面尺寸跨度/高度线刚度相对线刚度1—8层梁左0.2×0.453.32.07×1041.78中0.2×0.454.22.17×1041.87右0.2×0.454.51.52×1041.313—8层柱0.4×0.42.92.21×1041.91二层柱0.4×0.44.81.33×1041.15底层柱0.4×0.45.81.16×1041.00节点分配系数计算（以3——7层边节点为例）。计算简图如图2-13。图2-13分配系数计算图107 ----------------------------------------------------------表2-18节点分配系数计算值节点KJ层号上柱下柱右梁左梁上柱下柱右梁800.520.480.3200.340.343-70.340.340.320.240.260.260.2420.390.240.370.260.280.170.2910.290.260.450.310.200.170.32节点GF层号左梁上柱下柱左梁上柱下柱右梁80.4100.590.3600.380.263-70.260.370.370.260.270.270.2020.290.440.270.300.310.180.2110.380.330.290.350.220.190.24采用简化方法计算结构内力和位移，竖向力作用下内力计算采用结构力学求解器计算。107 ----------------------------------------------------------恒载作用下的杆端内力值------------------------------------------------------------------------------------------杆端1杆端2-------------------------------------------------------------------------------单元码轴力剪力弯矩轴力剪力弯矩------------------------------------------------------------------------------------------1-184.302497-1.311086252.81358943-184.302497-1.31108625-4.790710842-484.895513-0.716378721.66382152-484.895513-0.71637872-2.491175033-607.724408-0.757212601.74276704-607.724408-0.75721260-2.649066064-296.6015792.78466231-5.10485780-296.6015792.7846623111.04618365-155.903050-2.528877136.80871346-155.903050-2.52887713-5.329896756-408.160220-1.537663253.90450289-408.160220-1.53766325-3.476280737-512.665945-1.379830023.74248483-512.665945-1.37983002-2.880699258-251.9887835.44635330-15.0305645-251.9887835.4463533011.11193139-133.393755-3.825170955.55372102-133.393755-3.82517095-5.5392747410-349.947077-2.805144324.12291396-349.947077-2.80514432-4.0120045711-440.181501-1.800521302.58175075-440.181501-1.80052130-2.6397610012-216.3096658.43082821-12.4110570-216.3096658.4308282112.038344713-110.813300-3.755809465.43164021-110.813300-3.75580946-5.4602072314-291.786545-2.643480063.81514402-291.786545-2.64348006-3.8509481415-367.847155-1.797527212.59628162-367.847155-1.79752721-2.6165472816-180.4989988.19681050-11.8527127-180.4989988.1968105011.918037617-88.2693869-3.752545375.45267396-88.2693869-3.75254537-5.4297076218-233.609133-2.666209673.86854211-233.609133-2.66620967-3.8634659219-295.479386-1.778086802.59337689-295.479386-1.77808680-2.5630748220-144.7020938.19684678-11.9224507-144.7020938.1968467811.848404921-65.7095545-3.832881285.51502529-65.7095545-3.83288128-5.6003304222-175.435234-2.692527313.89656594-175.435234-2.69252731-3.9117632723-223.137382-1.883813802.67293722-223.137382-1.88381380-2.7901228024-108.8918278.40922602-12.0460452-108.8918278.4092260212.340710225-43.2067740-3.452246875.22837785-43.2067740-3.45224687-4.7831380826-117.250707-2.481296133.70356714-117.250707-2.48129613-3.4921916527-150.694751-1.433677762.35098531-150.694751-1.43367776-1.8066801828-73.13576737.36721747-11.3374412-73.13576737.3672174710.027489329-20.3312543-5.188405316.73360636-20.3312543-5.18840531-8.3127690530-59.1739182-3.904273765.13991847-59.1739182-3.90427376-6.1824754431-78.7509592-3.287877713.87125526-78.7509592-3.28787771-5.6635901132-37.145868112.3805558-14.6015347-37.145868112.380555821.3020773107 ----------------------------------------------------------331.2177906028.3994472-11.59942431.21779060-34.4655527-21.6084983341.2962951722.5092946-10.88361771.29629517-24.9777053-14.956495435-0.0693626422.5804550-10.9709149-0.06936264-24.9065449-14.8089634360.0803299022.5598324-10.94473290.08032990-24.9271675-14.850835737-0.0032653822.5439136-10.9128811-0.00326538-24.9430863-14.871516238-0.3806304922.5027804-10.8287082-0.38063049-24.9842195-14.9230826391.7361602822.8755197-11.51674441.73616028-24.6114802-14.381079440-5.1884079020.3312543-8.31276905-5.18840790-25.0437456-16.0883797412.0390758542.2697407-28.00417622.03907585-44.5862592-32.8688650422.5637779233.2354370-22.55569012.56377792-34.0485629-24.263254643-0.2310218833.2539876-22.6361120-0.23102188-34.0300123-24.2657639440.0194740333.2343251-22.59100650.01947403-34.0496748-24.3032408450.1066513133.2467315-22.61086760.10665131-34.0372684-24.270995046-0.5918693533.2003077-22.5384131-0.59186935-34.0836923-24.3935207473.1591491733.4653088-23.01318953.15914917-33.8186911-23.755292448-9.0926742634.1301725-22.2708551-9.09267426-36.4718274-27.1883304492.6616916750.4722039-39.26041582.66169167-44.6127960-26.0767481502.9844722738.4358814-29.72570462.98447227-35.6791185-23.522988351-0.2340126038.3043331-29.5018065-0.23401260-35.8106668-23.8910575520.0000343338.3180947-29.51316490.00003433-35.7969052-23.8404884530.2123794638.3047348-29.50700700.21237946-35.8102651-23.894450154-1.0419998238.3589394-29.5346288-1.04199982-35.7560605-23.6781515555.0133361838.1251008-29.43322785.01333618-35.9898991-24.629024056-12.380561842.2791318-32.8519205-12.3805618-37.1458681-21.3020773------------------------------------------------------------------------------------------107 ----------------------------------------------------------图2-14恒载作用下框架弯矩图107 ----------------------------------------------------------图2-15恒载作用下框架剪力图（KN）107 ----------------------------------------------------------图2-16恒载作用下框架轴力图（KN）107 ----------------------------------------------------------２.9.4活荷载标准值作用下的内力计算考虑活荷载的不利布置，而把活荷载分别作用于KJ跨，JG跨和GF跨的框架梁上，竖向作用力下的内力计算采用结构力学求解器计算。活荷载布置计算图。图2-17活载作用在ＫＪ跨计算图（ＫＮ）107 ----------------------------------------------------------图2-18活载作用在JG跨计算图（KN）107 ----------------------------------------------------------图2-19活载作用在GF跨计算图（KN）107 ----------------------------------------------------------　　　　　　　　　　　　图2-20活载满布计算图（KN）　107 ----------------------------------------------------------活载作用在KJ跨的杆端内力值-------------------------------------------------------------------------------------------杆端1杆端2------------------------------------------------------------------------------单元码轴力剪力弯矩轴力剪力弯矩------------------------------------------------------------------------------------------1-52.4361397-0.824516671.59302724-52.4361397-0.82451667-3.189169472-46.76088310.77481482-1.50080689-46.76088310.774814822.993119063-4.982069020.01158281-0.02518902-4.982069020.011582810.0419912641.912091840.03811905-0.076251441.912091840.038119050.144839035-35.6047818-1.232071563.92392319-35.6047818-1.23207156-1.990020286-28.95917351.18879357-3.48574548-28.95917351.188793572.220463647-5.454555410.045321650.03624624-5.454555410.045321650.2537901681.97251073-0.002043660.053985481.97251073-0.002043660.044175919-29.9699270-0.854131441.14061965-29.9699270-0.85413144-1.3363615410-24.13782120.90598010-1.13897158-24.13782120.905980101.4883707011-4.830366490.15027659-0.18381270-4.830366490.150276590.25198941121.78211477-0.202125240.371946191.78211477-0.20212524-0.2142170113-24.3335763-1.075666361.62654421-24.3335763-1.07566636-1.4928882414-19.30928701.12636407-1.61113740-19.30928701.126364071.6553184215-4.153714690.12991477-0.13978331-4.153714690.129914770.23696954161.53057812-0.180612490.292046511.53057812-0.18061249-0.2317297017-18.6701290-1.047379631.54266257-18.6701290-1.04737963-1.4947383618-14.56640881.10618218-1.56340189-14.56640881.106182181.6445264519-3.388303850.14561413-0.17996709-3.388303850.145614130.24231389201.24884176-0.204416680.325633351.24884176-0.20441668-0.2671750321-12.9937485-1.050252891.55178661-12.9937485-1.05025289-1.4939467622-9.865906421.11568986-1.59970812-9.865906421.115689861.6357924823-2.573495780.15186942-0.19438638-2.573495780.151869420.24603495240.94715070-0.217306400.333309010.94715070-0.21730640-0.2968795525-7.31002864-1.099894941.57148050-7.31002864-1.09989494-1.6182148326-5.194007991.16886549-1.65160117-5.194007991.168865491.7381087527-1.724491190.13717258-0.19544866-1.724491190.137172580.20235182280.63252783-0.206143130.325745710.63252783-0.20614313-0.2720693729-1.63483571-0.835565371.39154258-1.63483571-0.83556537-1.0315970030-0.505580200.94175375-1.48540790-0.505580200.941753751.2456779731-0.873848750.20811933-0.24155292-0.873848750.208119330.36199313107 ----------------------------------------------------------320.30826467-0.314307700.393622540.30826467-0.31430770-0.51786980330.4075548816.8313579-7.113092660.40755488-17.3896421-8.0342615934-0.377940115.63485477-3.13063993-0.37794011-5.25514523-2.50411917350.221534925.63635067-2.962905750.22153492-5.25364933-2.33144855360.002873265.67638055-3.046524960.00287326-5.21361945-2.2829691437-0.028286735.66344730-3.03555081-0.02828673-5.22655270-2.31467473380.049642055.68371986-3.065427260.04964205-5.20628014-2.2776517139-0.264329575.67519293-3.00975741-0.26432957-5.21480707-2.2501207440-0.835565371.63483571-1.03159700-0.83556537-1.07116429-0.1015391541-0.006423870.41206750-1.55539704-0.006423870.412067500.1752864542-0.09512664-0.433792960.85531605-0.09512664-0.43379296-0.96661440430.00115094-0.425115160.768059550.00115094-0.42511516-1.0174241044-0.00810484-0.483674470.90404558-0.00810484-0.48367447-1.1273872145-0.00663442-0.513117010.96126543-0.00663442-0.51311701-1.1938260146-0.00353357-0.534381711.00974193-0.00353357-0.53438171-1.2346612647-0.03721783-0.526379280.97339592-0.03721783-0.52637928-1.23739706480.10618838-0.565584081.144138820.10618838-0.56558408-1.2313143449-0.04016271-0.060418890.18103148-0.04016271-0.06041889-0.0908535450-0.200081580.19039596-0.52901154-0.200081580.190395960.32777028510.021512760.25153665-0.625651390.021512760.251536650.5062635252-0.023804200.28173636-0.71045058-0.023804200.281736360.5573630553-0.012889720.30169106-0.75712574-0.012889720.301691060.60048404540.011163270.31462287-0.793177650.011163270.314622870.6226252655-0.108164570.32426316-0.79349232-0.108164570.324263160.66569190560.314307700.30826467-0.869321210.314307700.308264670.51786980------------------------------------------------------------------------------------------活载作用在JG跨的杆端内力值-------------------------------------------------------------------------------------------杆端1杆端2-------------------------------------------------------------------------------单元码轴力剪力弯矩轴力剪力弯矩------------------------------------------------------------------------------------------1-41.0337284-2.380532265.84305744-41.0337284-2.38053226-7.964029652-46.7766610-3.702402168.20928815-46.7766610-3.70240216-13.26464433-46.06240783.71205915-7.08671529-46.06240783.7120591514.44322774-34.16920272.37087526-4.53095744-34.16920272.370875269.220119085-31.9110560-2.810951408.83383239-31.9110560-2.81095140-4.65873432107 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----------------------------------------------------------27-7.29036136-2.758966013.65163387-7.29036136-2.75896601-4.3493675728-14.05134283.33209971-5.01259917-14.05134283.332099714.65048998290.521953020.38326482-0.580205750.521953020.383264820.5312622330-1.98328751-1.009397481.13585605-1.98328751-1.00939748-1.79139663310.08565700-2.003655613.264425510.08565700-2.00365561-2.5461757632-3.124322512.62978826-4.30078440-3.124322512.629788263.3256015633-0.18750857-0.396500590.41629639-0.18750857-0.39650059-0.8921555634-0.36241031-0.825239371.04153900-0.36241031-0.82523937-1.68175092350.12080333-0.788165951.102750860.12080333-0.78816595-1.49819679360.04113087-0.652459830.881438530.04113087-0.65245983-1.27167891370.04252082-0.724988140.994037020.04252082-0.72498814-1.39842385380.06748822-0.578712210.766435390.06748822-0.57871221-1.1433148939-0.09635397-0.490303660.66843082-0.09635397-0.49030366-0.94957126400.38326482-0.521953020.531262230.38326482-0.52195302-1.19118274410.095150930.48561446-2.866842220.095150930.48561446-0.82726147420.137712502.26480024-4.805627250.137712502.264800244.70653375430.045689651.97169826-4.397797790.045689651.971698263.88333491440.049745841.94497694-4.293116090.049745841.944976943.87578707450.027066341.86337428-4.128641750.027066341.863374283.69753024460.020208701.77733276-3.935425610.020208701.777332763.52937198470.052998961.58696127-3.583626930.052998961.586961273.0816103848-0.626132661.46133449-2.98257937-0.626132661.461334493.15502549491.2424512232.1324844-19.85295121.24245122-32.5325155-20.753021250-0.930663288.88112174-4.68911137-0.93066328-11.0088782-9.47656355510.598714578.87356589-4.316029110.59871457-11.0164341-9.1374826252-0.106855938.85726794-4.35700911-0.10685593-11.0327320-9.2518033753-0.017741538.86700535-4.36792708-0.01774153-11.0229946-9.21890300540.104829878.89455412-4.455103400.10482987-10.9954458-9.1821098555-0.702311448.96297962-4.53218269-0.70231144-10.9270203-8.9512743856-2.629788261.375677490.60884973-2.62978826-3.12432251-3.32560156　　-----------------------------------------------------------------------------------------107 ----------------------------------------------------------　　活载满布的杆端内力值　　------------------------------------------------------------------------------------------杆端1杆端2------------------------------------------------------------------------------　　单元码轴力剪力弯矩轴力剪力弯矩　　------------------------------------------------------------------------------------------1-61.0544357-0.933225701.91045042-61.0544357-0.93322570-3.502258652-127.641295-0.817457571.68429908-127.641295-0.81745757-3.056954803-168.999669-0.482222231.03005864-168.999669-0.48222223-1.766830284-102.3066002.23290550-4.28311552-102.3066002.232905508.667736365-44.5984004-1.463439664.04489160-44.5984004-1.46343966-2.979618746-80.3594686-1.379883723.66198558-80.3594686-1.37988372-2.961456287-105.351073-0.455035941.45632581-105.351073-0.45503594-0.727846728-71.32305733.29835932-10.3115170-71.32305733.298359325.520607749-37.8661543-1.656840052.19795726-37.8661543-1.65684005-2.6068788710-67.1150212-1.870444322.59295036-67.1150212-1.87044432-2.8313381711-87.97610740.48113718-0.92935806-87.97610740.481137180.4659397512-60.33871693.04614719-4.14246988-60.33871693.046147194.6913569713-31.0714145-1.852946602.62056813-31.0714145-1.85294660-2.7529770214-54.0303337-1.945947002.73040682-54.0303337-1.94594700-2.9128394815-70.63805980.35855619-0.52886445-70.63805980.358556190.5109484916-49.22019183.44033742-5.04175791-49.22019183.440337424.9352206017-24.1179103-1.934665342.75204957-24.1179103-1.93466534-2.8584799218-41.0561739-2.075084152.95616107-41.0561739-2.07508415-3.0615829619-53.51047540.45642264-0.68688364-53.51047540.456422640.6367420120-37.93944033.55332685-5.18320345-37.93944033.553326855.1214444321-17.0356799-1.996759432.85862994-17.0356799-1.99675943-2.9319724022-28.1764326-2.154653243.07860669-28.1764326-2.15465324-3.1698877123-36.54168170.51510025-0.75289978-36.54168170.515100250.7408909524-26.53420573.63631242-5.27972739-26.53420573.636312425.2655786325-9.88313496-2.040349972.90675726-9.88313496-2.04034997-3.0102576526-15.3435420-2.162116813.11053497-15.3435420-2.16211681-3.1596037727-19.66238080.43169491-0.72809260-19.66238080.431694910.5238226428-15.06294213.77077186-5.28464871-15.06294213.770771865.6505896929-2.73693211-2.018606502.80101305-2.73693211-2.01860650-3.0529458130-2.56233529-2.203321813.04359244-2.56233529-2.20332181-3.3460408031-2.702352881.04701675-1.18464822-2.702352881.047016751.8517003632-3.614379723.17491156-4.71794759-3.614379723.174911564.48929593330.5302139516.4560352-7.547150250.53021395-18.9529647-11.6670838340.193400396.73224612-5.177576010.19340039-4.15775388-0.92966380350.196106566.79473981-5.227447000.19610656-4.09526019-0.77330564107 ----------------------------------------------------------360.062094097.08223038-5.717109870.06209409-3.80776962-0.31424961370.081718746.95350423-5.505026590.08171874-3.93649577-0.52696261380.043590547.15254496-5.838729650.04359054-3.73745504-0.2038312939-0.021743467.14620285-5.81127070-0.02174346-3.74379715-0.1973012940-2.018606502.73693211-3.05294581-2.018606500.030932111.51403015411.0926401128.3288617-18.38602421.09264011-29.9671382-21.8264049420.683960999.08669355-6.484070450.68396099-8.46930645-5.18755752430.271609248.98942727-6.335050630.27160924-8.56657273-5.44705611440.210855889.03766407-6.395963170.21085588-8.51833593-5.30537406450.141663189.07197171-6.454439270.14166318-8.48402829-5.21975810460.051054109.09543554-6.484253970.05105410-8.46056446-5.15102470470.019461549.03740960-6.400497510.01946154-8.51859040-5.3109772048-4.221928312.59326740-1.83201065-4.22192831-1.81673260-0.20128757491.0654538333.6814572-25.04956091.06545383-30.9835427-18.979253350-0.252212138.90565968-4.98604618-0.25221213-10.9843403-9.66307762510.394190238.77147489-4.452251910.39419023-11.1185251-9.73311488520.112989448.60924842-4.107541930.11298944-11.2807515-10.1184240530.082985578.48476544-3.830116320.08298557-11.4052345-10.4011718540.134459448.41873640-3.682041140.13445944-11.4712636-10.550227355-0.595860308.44143757-3.60250634-0.59586030-11.4485624-10.368537256-3.174911560.885620281.65041279-3.17491156-3.61437972-4.48929593　------------------------------------------------------------------------------------------107 ----------------------------------------------------------　图2-21活载作用在ＫＪ跨的弯矩图(KN·m）107 ----------------------------------------------------------　　　　　　　　　　　图2-22活载作用在KJ跨的剪力图（KN)107 ----------------------------------------------------------图2-23活载作用在KJ跨的轴力图（KN）107 ----------------------------------------------------------图2-24活载作用在JG跨的弯矩图(KN.·m）107 ----------------------------------------------------------图2-25活载作用在JG跨的剪力图（KN）107 ----------------------------------------------------------图2-26活载作用在JG跨的轴力图107 ----------------------------------------------------------图2-27活载作用在GF跨的弯矩图(KN.m）107 ----------------------------------------------------------图2-28活载作用在GF跨的剪力图（KN）107 ----------------------------------------------------------图2-29活载作用在GF跨的轴力图（KN）107 ----------------------------------------------------------　　　　　　　　　　　　图2-30活载满布时的弯矩图(KN·m）107 ----------------------------------------------------------　　图2-31活载满布时的剪力图（ＫＮ）107 ----------------------------------------------------------　　　　　　　　　　　　　图2-32活载满布时的轴力图（KN）107 ----------------------------------------------------------2.10框架的内力组合2.10.1结构抗震等级结构的抗震等级可根据结构类型、地震烈度、房屋高度等因素，查规范得到，该框架结构，高度<30m，地处抗震设防烈度为6度地区，因此该框架为四级抗震等级。2.10.2竖向荷载下梁端弯矩的调幅由于钢筋混凝土结构具有塑性内力重分布性质，在竖向荷载下可以考虑适当降低梁端弯矩，进行调幅，以减少负弯矩钢筋的拥挤现象。对于现浇框架，调幅系数β可取0.8～0.9。将调幅后的梁端弯矩叠加简支梁的弯矩，则可以得到梁的跨中弯矩。本框架竖向荷载下梁端弯矩的调幅系数取0.85，本框架荷载效应组合竖向荷载作用下梁端弯矩为乘于调幅系数取0.85后的弯矩值。2.10.3荷载作用效应组合结构或结构构件在使用期间，可能遇到同时承受永久荷载和两种以上可变荷载的情况。但这些荷载同时都达到它们在设计基准期内的最大值的概率较小，且对某些控制截面来说，并非全部可变荷载同时作用时其内力最大，因此应进行荷载效应的最不利组合。永久荷载的分项系数按规定来取：当其效应对结构不利时，对由可变荷载效应控制的组合取1.2，对由永久荷载效应控制的组合取1.35；当其效应对结构有利时，一般情况下取1.0，对结构的倾覆、滑移或漂移验算取0.9。可变荷载的分项系数，一般情况下取1.4。均布活荷载的组合系数为0.7，风荷载组合值系数为0.6，地震荷载组合值系数为1.3。2.10.4承载力抗震调整系数从理论上讲，抗震设计中采用的材料强度设计值应高于非抗震设计时的材料强度设计值。但为了应用方便，在抗震设计中仍采用非抗震设计时的材料强度设计值，而是通过引入承载力抗震调整系数来提高其承载力。107 ----------------------------------------------------------表2-19承载力抗震调整系数值受弯梁偏压柱受剪轴压比<0.15轴压比>0.150.750.750.800.852.10.5组合系数(1)该框架内力组合共考虑了四种内力组合①②③④(2)具体为五种组合①1.2恒载+1.4活载；②1.2恒载+1.4风载；③1.2恒载+1.4×0.9（活载+风载），（1.4×0.9=1.26）；④1.35恒载+1.4×0.7活载，（1.4×0.7=0.98）；⑤1.2恒载+1.3地震荷载。2.10.6活载的最不利组合考虑活荷载的不利布置，采取四种布置，把活荷载分别作用于KJ跨，JG，GF跨跨以及满布的框架梁上，由于是手算的近似计算，所以活荷载底层以上各层不考虑折减。107 ----------------------------------------------------------杆件名称K1J1J1G1截面位置K1跨中J1左J1右跨中内力种类MVMMVMVM①竖向恒荷载-11.6028.409.33-21.61-34.71-28.0042.2715.16②竖向活荷载-16.8016.836.54-13.31-18.95-18.3929.6716.01③风荷载(左)45.49-16.421.46-42.58-16.4231.88-17.87-0.34④风荷载(右)-45.4916.42-1.4642.5816.42-31.8817.870.34⑤地震作用(左)37.15-20.563.2230.71-20.5633.02-15.73-0.02⑥⑥⑥地震作用(右)-37.1520.56-3.2230.7120.56-33.0215.730.02内力组合1.2恒+1.4活1.2①+1.4②-37.4457.6420.35-44.57-67.89-59.3592.2640.611.2恒+1.4风1.2①+1.4③或1.2①+1.4④-77.6157.0713.24-85.54-64.35-78.2375.7418.671.2恒+0.91.4（活+风）1.2①+0.9×1.4（②+③或④）（①+0.9③-85.8575.9721.28-48.47-85.93-96.94111.4238.911.35恒+0.71.4活1.35①+0.7×1.4②-32.1254.8319.00-42.44-64.56-55.8286.1436.161.2恒1.2⑤+1.3⑥或1.2⑤+1.3⑦107 ----------------------------------------------------------+1.3水平地震-62.2260.815.38-65.86-68.09-76.5371.1718.22表2-20底层梁内力组合值杆件名称F1G1G1J1截面位置F1跨中G1右G1左跨中内力种类MVMMVMVM①竖向恒荷载-26.08-44.6120.82-39.2650.47-32.87-44.5915.16②竖向活荷载-20.75-32.5316.07-25.0533.68-21.83-29.9716.01③风荷载(左)-35.42-14.12-1.1233.18-14.12-32.56-17.87-0.34④风荷载(右)35.4214.121.12-33.1814.1232.5617.870.34⑤地震作用(左)-35.87-14.84-2.4930.89-14.8433.06-15.73-0.02⑥⑥⑥地震作用(右)35.8714.842.4930.8914.84-33.0615.730.02内力组合1.2恒+1.4活1.2①+1.4②-60.35-99.0747.48-82.18107.72-70.00-95.4740.611.2恒+1.4风1.2①+1.4③或1.2①+1.4④-80.88-73.3026.66-93.56-80.33-85.03-78.5318.671.2恒+0.91.4（活+风）1.2①+0.9×1.4（②+③或④）（①+0.9③-102.07-112.346.64-120.48120.79-107.98-113.838.911.35恒+0.71.4活1.35①+0.7×1.4②-55.54-92.1043.86-77.55101.15-65.77-89.5736.16107 ----------------------------------------------------------1.2恒+1.3水平地震1.2+1.3⑤或1.2+1.3⑥-77.93-72.8278.22-87.2779.86-82.42-73.9618.22107 ----------------------------------------------------------表2-21底层柱K轴内力组合表杆件名称K1K2截面位置上端下端剪力内力种类MNMNV竖向恒荷载①-4.79-155.902.81-184.30-1.31竖向活荷载②-3.50-44.605.84-61.05-2.38风荷载（左）③23.8337.71-56.5154.1313.68风荷载（右）④-23.83-37.7156.51-54.13-13.68水平地震作用（左）⑤19.0345.99-38.9066.559.99水平地震作用（右）⑥-19.03-45.9938.90-66.55-9.99内力组合1.2恒+1.4活1.2①+1.4②10.5411.55-4.901.2①+1.4②-249.52-306.631.2①+1.4②-249.52-306.631.2恒+1.4风1.2①+1.4③或1.2①+1.4④39.1182.49-20.721.2①+1.4③或1.2①+1.4④-239.87-296.941.2①+1.4③或1.2①+1.4④-239.87-296.941.2恒+0.9×1.4（风+活）1.2①+1.26（②+③或④）40.1881.93-21.811.2①+1.26（②+③或④）-290.79-360.291.2①+1.26（②+③或④）-290.79-360.291.35恒+0.7×1.4活1.35①+0.98（②）9.899.52-4.101.35①+0.98②-255.54-308.631.35①+0.98②-255.54-308.631.2重力+1.3水平地震1.2+1.3⑤30.4953.94-14.561.2+1.3⑤或1.2+1.3⑥-246.87-307.681.2+1.3⑤或1.2+1.3⑥-246.87-307.68107 ----------------------------------------------------------表2-22底层柱J轴内力组合表杆件名称J1J2截面位置上端下端剪力内力种类MNMNV竖向恒荷载①-2.45-408.161.74-484.47-0.76竖向活荷载②-13.26-80.368.21-127.64-13.26风荷载（左）③-35.62-16.3162.40-17.75-16.60风荷载（右）④35.6216.31-62.4017.7516.60水平地震作用（左）⑤29.6915.03-44.3610.2012.80水平地震作用（右）⑥-29.69-15.0344.36-10.20-12.80内力组合1.2恒+1.4活1.2①+1.4②21.5013.58-19.481.2①+1.4②-602.30-760.061.2①+1.4②-602.30-760.061.2恒+1.4风1.2①+1.4③或1.2①+1.4④58.8189.45-24.151.2①+1.4③或1.2①+1.4④-512.63-606.2141.2①+1.4③或1.2①+1.4④-512.63-606.2141.2恒+0.9×1.4（风+活）1.2①+1.26（②+③或④）64.5391.06-38.541.2①+1.26（②+③或④）-635.93-764.561.2①+1.26（②+③或④）-635.93-764.561.35恒+0.7×1.4活1.35①+0.98（②）16.3010.39-14.021.35①+0.98②-629.77-779.121.35①+0.98②-629.77-779.121.2重力+1.3水平地震1.2+1.3⑤4.5459.76-17.551.2+1.3⑤或1.2+1.3⑥-509.33-594.621.2+1.3⑤或1.2+1.3⑥-509.33-594.62107 ----------------------------------------------------------表2-23底层柱G轴内力组合表杆件名称Ｇ1Ｇ2截面位置上端下端剪力内力种类MNMNV竖向恒荷载①-2.65-492.151.74-607.72-0.75竖向活荷载②14.44-105.35-7.09-169.003.71风荷载（左）③32.10-12.27-60.64-16.0216.43风荷载（右）④-32.1012.27160.6416.02-16.43水平地震作用（左）⑤29.69-14.29-44.20-15.1912.74水平地震作用（右）⑥-29.6914.2944.2015.19-12.74内力组合1.2恒+1.4活1.2①+1.4②23.4012.01-6.091.2①+1.4②-738.07-965.861.2①+1.4②-738.07-965.861.2恒+1.4风1.2①+1.4③或1.2①+1.4④48.1286.98-23.901.2①+1.4③或1.2①+1.4④-606.76-751.691.2①+1.4③或1.2①+1.4④-606.76-751.691.2恒+0.9×1.4（风+活）1.2①+1.26（②+③或④）61.8287.43-26.281.2①+1.26（②+③或④）-738.78-962.391.2①+1.26（②+③或④）-738.78-962.391.35恒+0.7×1.4活1.35①+0.98（②）17.739.20-4.651.35①+0.98②-767.65-986.041.35①+0.98②-757.65-986.041.2重力+1.3水平地震1.2+1.3⑤41.7759.55-17.461.2+1.3⑤或1.2+1.3⑥-609.16-749.011.2+1.3⑤或1.2+1.3⑥-609.16-749.01107 ----------------------------------------------------------表2-24底层柱Ｆ轴内力组合表杆件名称Ｆ1Ｆ2截面位置上端下端剪力内力种类MNMNV竖向恒荷载①11.05-251.99-5.10-296.60-2.53竖向活荷载②9.22-71.32-6.31-102.312.44风荷载（左）③19.72-41.74-54.45-55.8712.79风荷载（右）④-19.7241.7454.4555.87-12.79水平地震作用（左）⑤17.96-46.74-38.17-61.579.68水平地震作用（右）⑥-17.9646.7438.1761.57-9.68内力组合1.2恒+1.4活1.2①+1.4②26.1714.95-6.451.2①+1.4②-402.24-499.151.2①+1.4②-402.24-499.151.2恒+1.4风1.2①+1.4③或1.2①+1.4④40.8782.35-20.941.2①+1.4③或1.2①+1.4④-360.82-434.141.2①+1.4③或1.2①+1.4④-360.82-434.141.2恒+0.9×1.4（风+活）1.2①+1.26（②+③或④）49.7282.68-22.231.2①+1.26（②+③或④）-444.84-555.231.2①+1.26（②+③或④）-444.84-555.231.35恒+0.7×1.4活1.35①+0.98（②）23.9513.07-5.811.35①+0.98②-410.08-500.071.35①+0.98②-410.08-500.071.2重力+1.3水平地震1.2+1.3⑤36.6155.74-15.621.2+1.3⑤或1.2+1.3⑥-363.15-435.961.2+1.3⑤或1.2+1.3⑥-363.15-435.96107 ----------------------------------------------------------2.11梁柱截面设计与配筋计算2.11.1控制截面处内力计算表2-25内力计算值KJJＧK跨中J左J右跨中MVMMVMVM-85.8575.9720.35-85.54-68.09-96.94111.4240.61GＦGJG跨中FG左跨中MVMMVMVM-102.07-112.378.22-120.48120.79-107.98-113.840.61混凝土强度：C30钢筋强度：HPB300HRB400界限相对受压区高度：表2-26承载力抗震调整系数材料结构构件受力状态钢筋混凝土梁受弯0.75柱，轴压比小于0.15偏压0.75柱，轴压比大于等于0.15偏压0.80抗震墙偏压0.85各类构件受剪、偏拉0.85107 ----------------------------------------------------------2.11.2梁截面设计采用单筋矩形截面，混凝土保护层厚度c=35mm。则表2-27底层梁正截面设计截面K支座KJ跨中J支座左J支座右JG跨中200×405200×405200×405200×405200×405控制截面M/(KN·m)-85.8520.35-85.54-96.9440.61·M/(KN·m)-64.3920.35-64.16-72.7140.610.1830.0430.1820.2070.0870.204<0.044<0.203<0.234<0.091<0.8980.9780.8990.8830.954492243490565392实配钢筋实配面积/mmmm508508628628508实际配筋率％0.560.560.700.700.56要求最小配筋率％0.2和45ft/fy=0.18较大值0.2和45ft/fy=0.18较大值0.2和45ft/fy=0.18较大值0.2和45ft/fy=0.18较大值0.2和45ft/fy=0.18较大值要求最大配筋率％2.52.52.52.52.5支座处要求0.44>0.3——0.44>0.30.6>0.3——107 ----------------------------------------------------------续表截面JG跨中G支座左G支座右GF跨中F支座200×405200×405200×405200×405200×405控制截面M/(KN·m)40.61-107.98-120.4878.22-102.07·M/(KN·m)40.61-80.99-90.0078.22-76.550.0870.1730.1920.1670.1630.091<0.191<0.215<0.184<0.179<0.9540.9040.8920.9080.910392615692591577实配钢筋实配面积/mmmm509763763628628实际配筋率％0.570.850.850.700.70要求最小配筋率％0.2和45ft/fy=0.18较大值0.2和45ft/fy=0.18较大值0.2和45ft/fy=0.18较大值0.2和45ft/fy=0.18较大值0.2和45ft/fy=0.18较大值要求最大配筋率％2.52.52.52.52.5支座处要求0.44>0.3——0.44>0.30.6>0.3——注：①：矩形应力图的强度与受压区混凝土最大应力的比值，取1.0；②KJ，JH,HG跨中钢筋全部伸入支座；107 ----------------------------------------------------------③经前面计算得：0.51；④跨中截面按T型截面计算。107 ----------------------------------------------------------表2-28底层梁斜截面设计截面K支座加密区KJ跨中非加密区J支座左加密区J支座右加密区JG跨中非加密区bh0200×405200×405200×405200×405200×405不利组合控制截面V/KN75.9775.97-68.09-96.64-96.0430.00——30.0033.12——调整剪力值100.92——100..9297.85——85.78——85.7883.17——截面尺寸验算满足——满足满足——0.330.330.330.330.33箍筋直径8mm8mm8mm8mm8mm需配箍筋间距s/mm306306306306306实配箍筋8@1008@2008@1008@1008@200箍筋最大间距8d,1/4hb,100的最小值（mm）100200100100200配筋率/%0.510.250.510.510.25最小配筋率/%0.150.150.150.150.15107 ----------------------------------------------------------107 ----------------------------------------------------------续表截面JG跨中非加密区G支座左加密区G支座右加密区GF跨中非加密区F支座加密区bh0200×405200×405200×405200×405200×405不利组合控制截面V/KN-113.80-113.80120.79-102.07-102.07-85.35-85.35-68.09-96.64-96.04——33.1433.98——33.98调整剪力值——97.85101.12——101.12——83.1785.95——85.95截面尺寸验算——满足满足——满足0.330.330.330.330.33箍筋直径8mm8mm8mm8mm8mm需配箍筋间距s/mm306306306306306实配箍筋8@2008@1008@1008@2008@100箍筋最大间距8d,1/4hb,100的最小值（mm）200100100200100配筋率/%0.250.510.510.250.51最小配筋率/%0.150.150.150.150.15注：①——梁在重力荷载值作用下，按简支梁分析的梁端截面剪力设计值。②。107 ----------------------------------------------------------说明：由于结构整体的力都比较小，一层梁受力算是最大的了，配的钢筋直径也比较小，所以其余层的梁钢筋配置同第一层的配筋方式。2.11.3柱截面设计柱采用对称配筋，纵筋采用HRB400级钢筋混凝土保护层厚度取30mm，柱弯矩设计值取∑设计采用，为组合目标的三组表2-29一层柱正截面配筋计算表位置一层柱组合bh(mmmm)400×400400400400400有无地震组合无无无内力组合弯矩/87.4317.7359.55-962.39-986.04-749.01轴压比要求<0.80.420.430.33∑∑1.2×149.25=179.1————柱顶调整弯矩74.18————柱底调整弯矩柱底组合弯矩109.29————设计弯矩值74.18————(mm)72507250725020.1420.1420.14(mm)77.0817.9879.50107 ----------------------------------------------------------123123123(取20mm与较大值)（mm）20202097.0837.9899.501.01.01.0续表2-291.01.01.01.873.221.85229.7573.31104.59389.75233.31264.590.467〈0.478<0.364〈偏心类型小偏心小偏心小偏心0.4670.4780.364834〈0〈0要求最小总配筋面积834mm2640mm2640mm2实配钢筋实际配筋面积101710171017实际柱筋率%0.640.640.64107 ----------------------------------------------------------实际柱一侧配筋率%0.320.320.32要求柱一侧配筋率0.200.200.20注：①取0.78；②：轴压力比大于等于0.15时取0.8；③在纵向配筋中，根据构造要求，有抗震设计时，截面尺寸大于400mm，纵筋的间不宜大于20mm，。表2-30一层柱斜截面配筋计算表截面（）400×400400×360组合控制截面V（KN）120.79续表2-30（KN）90.59截面尺寸验（满足）686.4962.39取N=1544.40箍筋形式4肢箍107 ----------------------------------------------------------箍筋直径、间距（mm）4肢箍8@100/200非加密区箍筋直径、间距（mm）4肢箍8@200注：①取0.85；②.为组合值的1.2倍。2.11.4节点核心区截面设计(1)核心区剪力及配筋×式中-------梁高-------柱上下反弯点高度之间的距离.取柱心取取N=962.39KN，取取4肢箍8,实取。(2)核心区剪压验算：满足要求。107 ----------------------------------------------------------2.12楼板设计按受力特点，混凝土楼盖中的周边支承可分为单向板和双向板两类，只在一个方向弯曲或主要在一个方向弯曲的板，称为单向板，在两个方向弯曲且不能忽略任一方向弯曲的板称为双向板，在本方案中，l02/l01＜2属于双向板。板的布置见平面图。总的来说按三跨分成三种板，K-J跨的A种板尺寸为3900×3300，J-G跨的B种板尺寸为3900×4200，G-F的C种尺寸为3900×4500。2.12.1荷载屋面板三到七层楼板二层商场部分的楼板107 ----------------------------------------------------------2.12.2计算跨度和弯矩计算内跨：，边跨：。已如前述，跨中最大正弯矩发生在活荷载为棋盘式布置时，它可以简化为当内支座固支时作用下的跨中弯矩值与当内支座铰支时作用下的跨中弯矩值两者之和。支座最大负弯矩可近似按活荷载满布求得，即内支座固支时作用下的支座弯矩。所有区格板按其位置与尺寸分为四类，取三类计算，计算弯矩时，考虑泊松比的影响取。表2-31屋面板的弯矩计算区格ABC3.9003.9003.9003.5004.4004.7000.900.890.832.923.654.002.533.022.57-6.49-8.07-8.63-6.49-8.07-8.63-5.97-7.47-7.58-5.97-7.47-7.58107 ----------------------------------------------------------表2-32三到七层楼板的弯矩计算区格ABC3.9003.9003.9003.5004.4004.7000.900.890.832.573.213.642.192.742.64-5.09-6.31-6.77-5.09-6.31-6.77-4.71-5.85-5.94-4.71-5.85-5.94表2-33二层商场楼板的弯矩计算区格ABC3.9003.9003.9003.5004.4004.7000.900.890.836.056.757.804.705.885.71-9.30-11.55-12.37-9.30-11.55-12.37107 -----------------------------------------------------------8.62-10.70-10.86-8.62-10.70-10.862.12.3配筋计算表2-34屋面板的配筋计算截面配筋实有跨中区格方向812.92×0.8=2.34109Φ8@200252方向732.53×0.8=2.02104Φ8@200252区格方向813.65×0.8=2.92136φ8@200252方向733.02×0.8=2.42125φ8@200252区格方向814.00×0.8=3.20149φ8@200252方向732.57×0.8=2.06106φ8@200252支座A-A81-6.49×0.8=-5.19244φ8@200252A-B81-8.07×0.8=-6.46306φ8@150335B-B81-7.47×0.8=5.98286φ8@150335B-C81-8.63×0.8=6.90321φ8@150335C-C81-7.58×0.8=6.06290φ8@150335A边支座81-5.97×0.8=4.78212φ8@200252边支座81-8.63×0.8=6.90321φ8@150335107 ----------------------------------------------------------表2-35三到七层楼板的配筋计算截面配筋实有跨中区格方向812.57×0.8=2.0696Φ8@200252方向732.19×0.8=1.7588Φ8@200252区格方向813.21×0.8=2.57112Φ8@200252方向732.74×0.8=2.19108Φ8@200252区格方向813.64×0.8=2.91132Φ8@200252方向732.64×0.8=2.11106Φ8@200252支座A-A81-5.09×0.8=-4.07186Φ8@200252A-B81-6.31×0.8=-5.05236Φ8@200252B-B81-5.85×0.8=-4.68209Φ8@200252B-C81-6.77×0.8=-5.42256Φ8@150335C-C81-5.94×0.8=-4.75212Φ8@200252A边支座81-4.71×0.8=-3.77176Φ8@200252边支座81-6.77×0.8=-5.42256Φ8@150335107 ----------------------------------------------------------表2-36二层商场楼板的配筋计算截面配筋实有跨中区格方向816.05×0.8=4.84228Φ8@200252方向734.70×0.8=3.76196Φ8@200252区格方向816.75×0.8=5.40255Φ8@200252方向735.88×0.8=4.70224Φ8@200252区格方向817.80×0.8=6.24296Φ8@150335方向735.71×0.8=4.57217Φ8@200252支座A-A81-9.30×0.8=-7.44355Φ8@100503A-B81-11.55×0.8=-9.24446Φ8@100503B-B81-10.70×0.8=-8.56411Φ8@100503B-C81-12.37×0.8=-9.90479Φ8@100503C-C81-10.86×0.8=-8.69418Φ8@100503A边支座81-8.62×0.8=-6.90328Φ8@150335边支座81-12.37×0.8=-9.90479Φ8@100503107 ----------------------------------------------------------2.13基础设计(1)桩型选择与桩长选择由于没有承载力特别大的土层，所以端承桩显然是不行的。像人工挖孔桩，由于持力层比较深，加上地下水丰富，不宜采用；沉管灌注桩，以粘土层作为持力层，单桩承载力较小，会导致桩布置的过于致密，不宜采用；冲孔灌注桩，按当地经验，单位承载力的造价必然会很高，且质量控制困难，场地污染严重，不宜采用。经验证，决定采用钢筋混凝土预制桩，以粉土夹粉质粘土作为持力层。由于该工程位于城市中心，故采用静力法压桩。初选承台埋深d=1.8m。桩顶嵌入承台0.05m，桩底进入粉土夹粉质粘土1.45m，则总长L=0.05+22.0+1.95=24.0m桩材料：混凝土C30,HRB400钢筋，承台混凝土C30。本工程四个轴柱上的力均不大，所以按偏安全的做法，取最大的轴力，弯矩和剪力进行设计和验算。(2)确定单桩竖向承载力由桩材料强度；则由经验公式经静载试验修正取(3)估算桩数以及平面布桩所以取一柱一桩不设置承台的基础形式。(4)桩基受力验算107 ----------------------------------------------------------单桩竖向承载力验算显然都能满足。单桩水平方向承载力验算按课本公式可估算出单桩水平承载力为KJHG四轴柱中承受水平剪力最大的为J轴为38.54KN<所以满足。桩基沉降本工程为乙级建筑桩基，对沉降要求一般，且体型简单，故不必验算沉降由于是采用一桩一柱的结构形式，并且水平方向的剪力并不大，所以没有设置起传导力作用的承台。所以也不进行承台的设计和验算。另外，需要说明的是，一桩一柱的形式目前争议还是比较大的，争议点主要是在桩和柱的连接部位不一定很好的传导水平的剪力。但是本工程柱的轴力，剪力以及弯矩其实都是很小的，而且为了可以更好的传导力，桩和柱的部位采用现浇混凝土和进行钢筋锚固的形式形成一个类似于桩帽的连接部位，只是这个部位的尺寸不是那么的明显，相信这样一个专门的连接结构能够很好的解决刚度和整体性的问题。（5）绘制桩基施工图107 ----------------------------------------------------------图2-33桩的配筋构造图107 ----------------------------------------------------------结论该商主楼是一个商场和住宅为一体的现代建筑，相信该商住楼会给小区的居民带来更多的便利和选择，为打造便捷的武汉城市生活增添色彩。本次毕业设计中水平风荷载采用D值法，水平地震作用采用底部剪力法，竖向荷载的内力计算借助结构力学求解器求解，通过计算机求解既可以加快毕业设计的进程，又可以保证数据的精确性。毕业设计是整个学习阶段的成果，在完成设计的整个过程中，对专业知识进行了系统的复习，熟悉使用了AutoCAD、天正建筑、Morgain结构快速设计、SMSOLVER及微软Word、Excel等软件，计算一榀框架过程中涉及各方面的知识，利用结构力学、混凝土设计原理以及地震和风荷载的规范进行计算。这次设计成果主要包括计算书、设计日志和图纸部分，图纸中建筑施工图主要有总平面图、底层平面图、二层平面图、三到七层标准层平面图、八层平面图、前楼屋顶排水图、主楼屋顶平面图、正立面图、背立面图、侧立面图、剖面图、厨卫详图、楼梯详图，结构施工图部分主要含结构平面布置图、一榀框架配筋图、梁柱截面配筋图和基础详图，计算书中除对荷载统计和内力计算外，在截面设计部分对抗弯和抗压都有计算。107 ----------------------------------------------------------参考文献[1]李必瑜.房屋建筑学.武汉：武汉理工大学出版社，2000：12-41.[2]同济大学.房屋建筑学.北京：中国建筑工业出版社,1997：28-61.[3]公共建筑节能设计标准（GB50189-2005）.北京：中国建筑工业出版社，2005：18-36.[4]梁兴文,史庆轩.土木工程专业毕业设计指导.北京：科学出版社,2002：24-44.[5]吕西林.高层建筑结构（第二版）.武汉：武汉理工大学出版社,2003：14-20.[6]建筑抗震设计规范（GB50011-2010）.北京：中国建筑工业出版社，2008：45-49.[7]郭继武.抗震结构设计(第二版).北京：中国建筑工业出版社，2006：102-107.[8]建筑结构荷载规范（GB50009-2010）.北京：中国建筑工业出版社，2002:28-48.[9]龙驭球,包世华.结构力学教程（I）.北京：高等教育出版社，2000：430-451.[10]东南大学，同济大学，天津大学.混凝土结构中册（第二版）.北京：高等教育出版社，2003：15-21.[11]沈蒲生.混凝土结构设计.北京：高等教育出版社，2005：68-85.[12]混凝土结构设计规范（GB50010-2010）.北京：中国建筑工业出版社，2003：68-76.[13]李国强，李杰.建筑结构抗震设计.北京：中国建筑工业出版社，2002：37-61.[14]白国良.荷载与结构设计方法.北京：高等教育出版社，2003：45-56.[15]杨星.PKPM结构软件.北京：中国建筑工业出版社，2008：19-77.107 ----------------------------------------------------------附录建筑施工图1建筑设计说明2底层平面图3二层平面图4三到七层平面图5顶层平面图6二层屋面排水图7屋顶平面图8正立面图9背立面图10侧立面图111-1剖面图122-2剖面图13详图14厨卫详图15楼梯详图结构施工图1楼板配筋图2框架梁截面配筋图3框架柱截面配筋图4单梁配筋详图5一榀框架配筋图6桩配筋图阅微阁www.ikdzs.com是广大书友最值得收藏的网络小说阅读网，网站收录了当前最火热的网络小说，免费提供高质量的小说最新章节，是广大网络小说爱好者必备的小说阅读网。107'