土木工程专业毕业设计计算书

'1引言毕业设计是大学本科教育阶段的重要部分，是毕业前得综合学习阶段，是对大学四年来知识的总结，深化，拓展。将起到承前继后的作用，为即将到来的工作打下坚实的基础。本毕业设计题目为《唐山市世纪写字楼建筑结构设计》，本设计是框架结构设计，在设计前，重点复习了《结构力学》、《钢筋混凝土结构设计》、《建筑抗震设计》《基础工程》等专业知识，并借阅《抗震规范》、《荷载规范》等各种规范。建筑设计部分：综合了几个方案的优点，考虑了影响建筑的各种因素。建筑设计依据用地条件和建筑使用功能、周边环境特点，首先设计建筑平面，包括建筑平面选择、平面柱网布置、平面交通组织及平面功能设计；其次进行立面造型、剖面的设计；最后进行楼梯的设计及相关构件的初选。结构设计部分：根据设计要求及所在地区的烈度,确定出拟建建筑物的抗震等级为二级。查阅有关规范和资料，考虑抗震设防要求，分别从结构的体系选择、结构总体布置、结构荷载、地震作用、内力分析、楼屋盖的结构方案、基础方案的选择等多方面进行了论述。结构设计部分大致分为以下几个步骤：结构体系与构件布置：按建筑方案设计，确定各构件的截面及布置。荷载统计：在初选截面的基础上，按从上到下的顺序进行荷载统计，荷载的取值按各层房间的使用功能及所选材料查荷载规范而定，完成恒载与活载的统计。框架水平地震作用下侧移验算：采用顶点假想位移计算结构自振周期；按底部剪力法算得各层剪力；采用D值法把弯矩分配给各柱。横向框架内力分析：分析了横向框架在水平地震剪力作用下的内力；求梁固端弯矩，采用二次分配法求框架的梁端、柱端弯矩。并求梁剪力，柱轴力。内力组合：对梁端弯矩进行调幅；调幅后对恒载，活载及地震作用下横向框架的内力进行组合，找出最不利内力组合；根据最不利组合进行梁柱截面设计。梁、柱节点设计：验算地震作用下节点核心区混凝土验算。板的设计：根据本设计中梁板布置确定单向板和双向板，双向板是按弹性理论进行内力分析的。楼梯的设计：结构设计中对梁式楼梯进行了设计，本设计是梁式楼梯。基础的设计：根据建筑结构的形式采用钢筋混凝土柱下独立基础，根据底层柱底的内力进行标准组合，从而选出内力最不利的组合确定基础底面尺寸；由荷载基本组合的设计值进行验算和配筋的计算。 2工程概况2.1工程名称唐山市世纪写字楼建筑结构设计2.2建设地点唐山市2.3设计资料建设面积5000，设计使用年限为50年，结构形式为框架结构，共4层，耐久等级：Ⅱ级，耐火等级：Ⅱ级。2.4气象条件基本风压：，地面粗糙程度为C类。基本雪压：S=0.35KN/m。2.5地震烈度抗震设防类别为丙类，设防烈度为8度，Ⅱ类场地土，地震分组为第一组抗震等级为二级抗震。2.6工程地质条件由唐山市基础工程公司提供地质勘察技术报告，场地土类型为中硬场地土，建筑场地类别为Ⅱ类,地下水位距地坪12米。见下表：序号土壤类别土层状态粘粒含量厚度(M)深度（M)重度(KN/m3)地基承载力特征值（KPa）1粉土中密12﹪44181802细沙密实　71119240 3.设计依据3.1设计任务书3.2混凝土结构设计规范3.3建筑抗震设计规范3.4建筑地基基础设计规范3.5建筑结构荷载规范3.605系列建筑标准设计图集4.结构布置该工程采用全现浇结构体系。1-4层柱的混凝土强度等级为C30。结构布置如图 首层平面布置标准层平面布置5.框架结构承重方案选择及主要构件尺寸初步估算5.1框架梁截面尺寸初估⑴横向框架主梁A-B跨B-C跨，C-D跨同A-B跨⑵纵向框架主梁A轴B,C,D轴与A轴相同，考虑到墙偏心，梁可以采用倒L形， ⑶横向次梁次梁L1次梁L2⑷纵向次梁次梁L1次梁L2次梁L3次梁L45.2框架柱截面尺寸初估⑴按轴压比要求初估框架柱截面尺寸用C30混凝土fc=14.3N/mm2，框架柱抗震等级为II级，轴压比，由轴压比初步估算框架柱截面尺寸时，可按下式计算，即柱轴向压力设计值N按式估算即， 3轴与D轴相交的柱=因考虑到偏心作用取边柱的截面尺寸为700mm×700mm3轴线与C轴相交中柱取柱的截面尺寸为700mm×700mm同样3轴线与B轴相交中柱，3轴线与C轴相交中柱，柱的尺寸也为700mm×700mm针对三层四层的重力较小，高度较小柱的截面减小为600×600.5.3板得尺寸初估板的最小厚度不小于，本建筑由于楼面活荷载不大，为减轻结构自重和省材料起见，并考虑到保证结构的整体性，楼板和屋面板的厚度均取。6.计算简图6.1梁的计算跨度框架梁的计算跨度以柱形心线为准，由于柱形心线与建筑轴线重合，故建筑轴线为结构计算跨度。6.2柱的高度首层柱高度h=4.5+0.45+0.1=5.05m，其中4.5m为底层层高，0.45m为室内外高差，0.1m为基础顶面至室外地面高度，其它柱高等于层高，即二层为4.5m。三四层为3.9m，计算框架选取⑤轴框架由此得出框架计算简图（单位mm） 横向框架计算简图7.荷载统计7.1恒荷载计算7.1.1屋面层恒载保护层：涂料防水层：高聚物改性沥青防水卷材（二毡三油）0.1找平层：1：3水泥砂浆掺聚丙烯0.5kg/m3找平层20厚保温层：70厚聚苯乙烯泡沫塑料板30kg/mm30.07m=0.021找坡层：1:8水泥膨胀珍珠岩找2%坡最薄处20厚结构层：100mm厚钢筋混凝土现浇板250.12=3 混合砂浆顶棚：0.24顶棚做法中除了防水层和保护层共计0.52合计：3.787.1.2楼面层恒载地面：30厚水磨石地面0.65结构层：100mm厚钢筋混凝土现浇板250.12=2.3抹灰层：混合砂浆抹灰顶棚0.24总计：3.897.1.3框架梁、柱自重1.梁截面b×h=300mm×700mm自重0.7×0.325=5.25KN/m梁侧、梁底抹灰[(0.7-0.12)×0.02×2+0.3×0.02]×17=0.39KN/m总计5.64KN/m2.梁截面b×h=200mm×500mm自重0.5×0.225=2.5KN/m梁侧、梁底抹灰[(0.5-0.12)×0.02×2+0.3×0.02]×17=0.26KN/m总计2.76KN/m3.柱截面b×h=600mm×600mm自重0.6×0.625=9KN/m柱侧抹灰0.6×0.02204=0.96KN/m总计9.96KN/m4.柱截面b×h=700mm×700mm自重0.7×0.725=12.25KN/m柱侧抹灰0.7×0.02204=1.12KN/m总计13.37KN/m7.2活荷载计算7.2.1屋面和楼面标准值由《荷载规范》查得：不上人屋面：0.5办公楼：2.0商场：3.57.2.2雪荷载标准值： 屋面活荷载与雪荷载，两者中取大值。7.3竖向线荷载计算本设计以⑤轴线为计算单元板得传力如图：首层板得传力图 标准层板得传力图7.3.1作用在顶层框架梁上的线荷载标准值⑴恒载梁自重板传来的荷载⑵活载作用在顶层框架梁上的线活荷载标准值为7.3.22～3层楼面竖向线荷载标准值⑴恒载梁自重板传来的荷载墙传来的荷载⑵活载 楼面活载7.3.3底层梁竖向荷载标准值作用在底层楼面层框架上的线荷载标准值为⑴恒载梁自重板传来的荷载⑵活载作用在底层梁上的活荷载线荷载为7.4屋面框架集中荷载标准值7.4.1屋面框架集中荷载标准值⑴恒载①对于A轴纵向连系梁自重42.53kN粉刷3.19kN1.3m女儿墙37.91kN女儿墙粉刷7.16kN纵向联系梁传来板得重力31.04kN纵向联系梁传来横向次梁的力64.74kN总计186.57kN②对于B轴连系梁自重42.53kNkN粉刷3.19KNkN纵向连系梁传来板得重力67.78kN纵向次梁传来横向次梁的力64.74kN总计179.30kN③对于B-1纵向次梁自重42.53kN粉刷3.19kN 纵梁传来板得重力67.79kN纵向次梁传来横向次梁的重力30.94kN总计144.44kN④对于C纵向连系梁自重42.53kN粉刷3.19kN纵梁传来板的重力67.78kN纵梁传来横向次梁的力30.94kN总计144.44kN⑤对于C-1纵向次梁自重42.53kN粉刷3.19kN纵梁传来板得重力67.78kN纵梁传来横向次梁的力30.94kN总计144.44kN⑥对于D连系梁自重42.53kN粉刷3.19kN1.3m女儿墙37.91kN纵向连系梁传来板得重力31.04kN纵向联系梁传来横向次梁的力30.94kN总计144.44kN⑵活载对于AD为集中荷载为4.11对于BB-1CC-1集中荷载为8.977.4.22～3层框架集中荷载标准值①对于A连系梁自重42.53kN粉刷3.19kN连系梁传来板的重力31.95kN 连系梁传来纵墙的重力65.09kN连系梁传来横向次梁的力86.76kN总计229.52kN②对于B连系梁自重42.53kN粉刷3.19kN连系梁传来的板得重力69.78kN连系梁传来纵墙的重力93.31kN连系梁传来横向次梁的力86.76kN总计295.57kN③对于B-1连系梁自重42.53kN粉刷3.19kN连系梁传来板得重力69.78kN连系梁传来纵墙的重力93.31kN连系梁传来横向次梁的力31.63kN总计240.44kN④对于C纵梁自重42.53kN粉刷3.19kN连系梁传来板得重力69.78kN连系梁传来纵墙的重力93.31kN连系梁传来横向次梁的力31.63kN总计240.44kN⑤对于C-1纵向连系梁自重42.53kN粉刷3.19kN纵向联系梁传来板的重力69.78kN纵向连系梁传来纵墙的重力93.31kN纵向连系梁传来横向次梁的力61.01kN 总计202.86kN⑥对于D纵向连系梁自重42.53kN粉刷3.19kN纵向联系梁传来板的重力69.78kN纵向连系梁传来纵墙的重力93.31kN纵向连系梁传来横向次梁的力61.01kN总计202.86kN⑵活载①对于AD集中荷载为16.43kN对于BB-1CC-1轴为35.87kN7.4.3底层框架集中荷载标准值⑴恒载①对于A纵向连系梁自重42.53kN粉刷3.19kN纵向连系梁传来板得重力31.04kN纵向联系梁传来纵墙的重力110.8kN纵向联系梁传来横向次梁的力65.96kN总计253.53kN②对于BC纵向连系梁自重42.53kN粉刷3.19kN纵向连系梁传来的板得重力62.08kN纵向联系梁传来横向次梁的力131.90kN总计239.72kN③对于D纵向梁自重42.53kN粉刷3.19kN纵向连系梁传来板得重力31.04kN 纵向连系梁传来纵墙的重力46.17kN纵向连系梁传来横向次梁的力65.96kN总计188.89kN⑵活载①对于AD集中荷载为28.74kN②对于BC集中荷载为62.76kN8水平地震作用下框架的侧移验算8.1横梁线刚度及柱线刚度计算在现浇楼盖中，中框架梁的抗弯惯性矩取，边框架梁取，梁柱的线刚度计算见下表。杆件截面尺寸相对刚度B(mm)H(mm)边框架梁300700308.58×1.29×75005.16×1中框架梁300700308.58×1.72×75006.88×1.332层框架柱700700302.0×2.0×45001.33×2.583,4层框架柱600600301.08×1.08×39008.31×1.611层框架柱700700302.0×2.0×50501.19×2.31框架柱的横向侧移刚度D值项目KD根数层柱类型三，四层边框架边柱0.630.2415.734边框架中柱1.240.3824.914中框架边柱0.830.2919.0112中框架中柱1.650.4529.512底层边框架边柱0.430.3821.284边框架中柱0.870.4826.884 中框架边柱0.580.4223.5212中框架中柱1.160.5329.6812二层边框架边柱0.390.1612.614边框架中柱0.780.2822.074中框架边柱0.520.2116.5512中框架中柱1.030.3426.812柱的侧移刚度按公式=（2-1）其中：（一般层），（底层）（2-2）（一般层），（底层）（2-38.2横向框架自振周期采用顶点假想位移法计算自振周期层次415711.015711.0744.70.02110.2293318734.434445.4744.70.04630.2082218420.452865.8658.90.08020.1619114947.967913.7831.00.08170.0817对于质量和刚度沿高度分布比较均匀的框架结构,其基本自振周期(s)可按下式计算:（3-2）式中:计算结构基本自振周期用的结构顶点假想位移(m),即假想把集中在各层楼面处的重力荷载代表值作为水平荷载而算得的结构顶点位移；结构基本自振周期考虑非承重砖墙影响的折减系数,框架结构取0.6～0.7。则自振周期为==0.5698.3横向地震作用计算结构高度为20.35m质量和刚度分布均匀，变形以剪切型为主，可以采用底部剪力法。 由于该工程所在地区抗震设防烈度为8度，场地土为II类，设计地震分组为第一组，设计地震加速度0.2g，由《抗震规范》查得：，考虑顶部附加水平地震作用=因为考虑顶部附加集中力作用，查表得则表3-2各质点横向水平地震作用及楼盖地震剪力计算表层数（m）（kN）（kN·m）(kN)(kN)机房20.351215.524735.430.030185.51185.51417.3514495.5251496.930.3231872.492055.00313.4518734.4251977.680.3231872.493927.4929.5518420.4175914.820.2261310.1775237.6615.0514947.975486.900.097562.335799.99电梯间的参数计算考虑鞭梢效应验算横向框架梁的侧移见下表 表3-3横向水平地震作用下的位移验算层次（kN）（kN/mm）(mm)(mm)(mm)=机房185.51218.9.2.5425.50300042055.0744.72.7622.96390033927.49744.775.2720.20390025237.66658.97.9514.93450015799.99831.06.986.985050剪重比验算为了保证结构的稳定和安全，需要进行结构剪重比验算，各层的剪重比计算详见层号/43.92055.015711.00.13133.93927.49344455.40.11424.55237.6652865.80.09915.055799.9967913.70.085查规范得最小地震剪力系数λ=0.032 由表得各层的剪重比均大于0.032，满足要求9水平地震作用下横向框架内力分析9.1水平地震作用下横向框架内力分析横向框架在水平地震作用下的内力计算采用D值法。框架柱端剪力及弯矩分别按，(3-5)，(3-6)(3-7)式中：为i层j柱的刚度，h为层高，各柱反弯点高度比按式确定，其中由倒三角分布水平荷载下各柱标准反弯点高度比查得，底层柱需考虑修正值，第2层柱需考虑修正值，其余柱均无考虑修正值。为第i层j柱的剪力。楼层边柱中柱四层三层二层 一层 地震作用下梁端弯矩层次柱别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）中跨梁端弯矩地震作用下梁端剪力左梁右梁VAVB左VB右四层边柱-71.61-132.990.00132.99-29.80中柱-156.52-180.981.0090.4990.49-29.80-24.13三层边柱-92.07-112.520.00184.13-46.63中柱-142.87-174.631.00165.58165.58-46.63-44.15二层边柱-296.01-296.010.00388.08-93.23中柱-479.34-479.341.00311.11311.11-93.23-82.96一层边柱-588.60-240.410.00536.42-129.28中柱-659.04-387.071.00433.21433.21-129.28-115.52地震作用下梁剪力柱轴力层次柱别M下（KN.m）M上（KN.m）地震作用下梁端剪力柱轴力VAVB左VB右NANB四层边柱-71.61-132.99-29.80-29.80中柱-156.52-180.98-29.80-24.13-5.67三层边柱-92.07-112.52-46.63-46.63中柱-142.87-174.63-46.63-44.15-8.15二层边柱-296.01-296.01-93.23-93.23中柱-479.34-479.34-93.23-82.96-18.42一层边柱-588.60-240.41-129.28-129.28中柱659.04-387.07-129.28-115.52-32.18 9.2水平地震作用下弯矩剪力图轴力图地震作用下框架弯矩图（KN.m）地震作用下框架梁端剪力（KN） 地震作用下柱轴力10风荷载作用下横向框架的内力分析10.1风荷载作用下的内力计算风荷载作用下的内力计算基本风压：w＝0.4kN/㎡，地面粗糙度：C类。作用在屋面梁和楼面梁处集中风荷载标准值：为简化计算，将计算单元范围内外墙均布风荷载，化为等量后作用在楼面处集中风荷载。计算公式为：WK＝βZμZμSW0(hi＋hj)B／2其中：W0——基本风压μZ——风压高度变化系数μS——风荷载体型系数βZ——风震系数，因为＜30m，所以βz=1hi——下层层高hj——上层层高B——计算单元迎风面宽度风载体型系数μS，迎风面为0.8，背风面-0.5；因为结构层高度18.55m<30m(从室外地坪地坪算起)取风振系数为1.0. 风荷载作用力计算如表基本风压表层次417.251.01.30.7850.4026.3310.75313.351.01.30.740.4031.5912.1629.451.01.30.740.4034.0213.0914.951.01.30.740.4038.2714.73风荷载作用下的位移内力计算根据上表所示的水平荷载，由式计算层间剪力，按式式中：为第层的侧移刚度；为第层层间剪力计算过程见下表。表3-7风荷载作用下框架层间剪力及侧移计算层次（kN）（kN）(N/mm)(mm)(mm)410.7510.75970200.111.25312.1622.91970200.241.14213.0936.00867000.420.90114.7350.731064000.480.48层间侧移相对侧移<层间侧移满足要求顶点侧移相对侧移<顶点侧移满足要求 水平风载作用下框架层间剪力各柱反弯点位置的确定层号柱别K4边柱0.830．350000.351.37中柱1.650.380000.381.483边柱0.830.400000.401.56中柱1.650.450000.451.762边柱0.520.450000.452.03中柱1.030.450000.452.031边柱0.580.700000.703.54中柱1.160.700000.592.98风荷载作用下框架柱剪力及柱端弯矩层柱别410.7597.02边19.01-2.110.35-2.88-5.35中29.50-3.270.38-4.85-7.91322.9197.02边19.01-4.490.40-7.00-10.51中29.5-6.970.45-12.23-14.95236.0086.7边12.61-5.240.45-10.61-12.97中22.07-9.160.45-18.55-22.67150.73106.4边23.52-11.210.70-39.63-16.98中29.68-14.150.59-42.16-29.30 风荷载作用下梁端弯矩和剪力层次柱别左右梁线刚度比边跨梁端弯矩中跨梁端弯矩风荷载下梁端剪力左梁右梁VAVB左VB右4边柱-2.88-5.3505.35-1.24中柱-4.85-7.9113.963.96-1.24-1.063边柱-7.00-10.51013.39-3.11中柱-12.23-14.9519.99.9-3.11-2.642边柱-10.61-12.97019.97-4.99中柱-18.55-22.67117.4617.46-4.99-4.661边柱-39.63-16.98027.58-6.87中柱-42.16-29.30123.9323.93-6.87-6.38风载作用下柱轴力层次柱别风载作用下梁端剪力柱轴力VAVB左VB右NANB4边柱-2.88-5.35-1.24-1.24中柱-4.85-7.91-1.24-1.06-0.183边柱-7.00-10.51-3.11-3.98中柱-12.23-14.95-3.11-2.64-0.632边柱-10.61-12.97-4.99-8.97中柱-18.55-22.67-4.99-4.66-0.961边柱-39.63-16.98-6.87-15.84中柱-42.16-29.30-6.87-6.38-1.4510.2风荷载作用下弯矩图剪力图轴力图 风荷载作用下梁柱弯矩图风荷载作用下梁剪力图 风载作用下柱轴力11竖向荷载作用下横向框架的内力分析11.1弯矩分配系数及计算简图11.1.1弯矩分配系数各个杆件的相对线刚度表见地震作用计算 ⑴节点A1⑵节点B1 ⑶节点A2⑷节点B2⑸节点A3 ⑹节点B3⑺节点A4⑻节点B4两边弯矩分配系数正对称11.1.2竖向荷载作用下的计算简图 恒载作用下的计算简图 活载作用下的计算简图 11.2恒载作用下的内力分析由竖向荷载作用下的计算简图，用结力求解器分别分解求出各梁的端部弯矩.竖向恒荷载作用下梁段弯矩：（1）四层横梁(2)二~三层横梁（3）首层横梁对算出的弯矩进行二次分配见表 恒荷载力矩分配表上柱下柱右梁左梁上柱下柱右梁左梁上柱下柱右梁左梁下柱上柱0.0000.6170.383　0.2530.0000.4090.338　0.3380.0000.4090.253　0.3830.6170.000　-89.06　89.06　　-219.90　150.32　　-219.90　150.32　54.9534.1133.10　53.5144.2223.52　28.4617.60-57.57-92.7527.6716.5517.05　31.3211.7622.11　20.69-28.798.80-50.83-27.29-16.94-15.21　-24.59-20.32-4.74　-5.73-3.5516.1025.9355.34-55.34124.00　60.24-184.24191.21　43.42-234.63117.64-117.64　　　　　　0.3820.3820.236　0.1800.2900.2900.240　0.2400.2900.2900.180　0.2360.3820.382　-144.89144.89　　-360.87250.77　　-393.47266.11　55.3555.3534.1938.8862.6362.6351.8434.2541.3841.3825.69-62.80-101.65-101.6527.4822.4619.4417.1026.7626.6717.1225.9214.2317.62-31.4012.84-41.25-46.37-26.50-26.50-16.37-15.78-25.42-25.42-21.04-6.33-7.65-7.65-4.7517.6528.5728.5756.3251.31-107.63185.0963.9763.89-312.95304.6147.9751.36-403.93233.80-114.34-119.46　　　　　　 0.3100.4970.193　0.1530.2470.3960.204　0.2040.2470.3960.153　0.1930.4970.310　-144.89144.89　　-360.87250.77　　-393.47266.11　44.9272.0127.9633.0453.3585.5344.0629.1135.2556.5121.83-51.36-132.26-82.4927.6719.9016.5213.9831.320.0014.5622.0320.690.00-25.6810.92-19.90-50.83-19.87-31.86-12.37-9.16-14.78-23.70-12.21-3.48-4.21-6.75-2.6111.5429.7318.5452.7260.06-112.78182.7669.8861.83-314.46298.4351.7349.76-399.92237.21-122.43-114.78　　　　　　0.4380.3920.170　0.1390.3570.3200.184　0.1840.3570.3200.139　0.1700.3920.438　-90.8990.89　　-90.8990.89　　-90.8990.89　39.8135.6315.450.000.000.000.000.000.000.000.00-15.45-35.63-39.8136.010.000.007.7342.760.000.000.0028.250.00-7.730.000.00-66.13-15.77-14.11-6.12-7.02-18.02-16.16-9.29-3.78-7.33-6.57-2.8511.2425.9228.9660.0421.51-81.5691.6024.74-16.16-100.1887.1120.93-6.57-101.4786.68-9.71-76.97　　　　　　　　　　　　17.81　0.00　0.00-17.81 根据所求出的梁端弯矩，再通过平衡条件，即可以求出恒载作用下梁剪力层462.13-80.44138.34-106.94154.87-90.413105.58-126.24226.33-175.75247.91-154.172106.58-125.24227.36-174.71246.92-155.16171.37-74.0574.45-70.9774.6870.47恒载作用下柱轴力层边柱A中柱B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4柱顶62.13186.5735.1248.7218.78179.335.1398.1柱底283.8433.23柱顶105.58229.5235.1618.9352.57295.5735.11081.3柱底654.01116.42柱顶106.58229.5255.1990.13552.6295.5755.11764.6柱底1045.21819.71柱顶71.37253.5361.91370.1148.5239.7261.92207.9柱底1432.02269.8层边柱C边柱D横梁端部压力纵梁端部压力柱重柱轴力力横梁端部压力纵梁端部压力柱重柱轴力4柱顶261.81144.4435.1406.390.41152.7735.1243.2柱底441.4278.33柱顶423.65240.4435.11105.5154.17202.8635.1635.3柱底1140.6670.42柱顶421.63240.4455.11802.7155.16202.8655.11028.4柱底1857.81083.51柱顶145.65239.7261.92243.270.47188.8961.91343.1柱底2305.11405 恒载作用弯矩图恒载作用下梁剪力 恒载作用下柱轴力11.3活载作用下框架内力分析竖向活荷载作用下梁段弯矩：（1）四层横梁(2)二~三层横梁（3）首层横梁 对算出的弯矩进行二次分配见表活荷载力矩分配表 活荷载力矩分配表上柱下柱右梁左梁上柱下柱右梁左梁上柱下柱右梁左梁下柱上柱0.0000.6170.383　0.2530.0000.4090.338　0.3380.0000.4090.253　0.3830.6170.000　-8.30　8.30　　-14.37　11.14　　-14.37　11.14　5.123.181.54　2.482.051.09　1.320.82-4.27-6.876.340.771.59　3.530.551.03　1.87-2.130.41-8.53-4.39-2.72-1.43　-2.32-1.92-0.26　-0.31-0.193.115.017.08-7.089.99　3.70-13.6913.00　2.88-15.8810.39-10.39　　　　　　0.3820.3820.236　0.1800.2900.2900.240　0.2400.2900.2900.180　0.2360.3820.382　-33.1933.19　　-57.5444.65　　-57.5444.65　12.6812.687.834.387.067.065.843.093.743.742.32-10.54-17.06-17.062.565.142.193.921.243.011.552.920.661.59-5.271.16-6.92-3.44-3.78-3.78-2.34-1.75-2.82-2.82-2.330.020.030.030.022.173.513.5111.4614.04-25.5039.745.497.25-52.4850.694.435.36-60.4737.44-20.46-16.98　　　　　　0.3100.4970.193　0.1530.2470.3960.204　0.2040.2470.3960.153　0.1930.4970.310　-33.1933.19　　-57.5444.65　　-57.5444.65　10.2916.506.413.736.019.644.972.633.185.101.97-8.62-22.19-13.846.3412.721.863.203.530.001.312.481.870.00-4.310.99-12.72-8.53-6.49-10.40-4.04-1.23-1.99-3.19-1.64-0.01-0.01-0.02-0.013.9110.076.2810.1418.82-28.9638.897.566.46-52.9049.755.045.09-59.8840.93-24.84-16.09　　　　　　0.4380.3920.170　0.1390.3570.3200.184　0.1840.3570.3200.139　0.1700.3920.438　-58.0858.08　　-58.0858.08　　-58.0858.08　25.4422.779.870.000.000.000.000.000.000.000.00-9.87-22.77-25.448.250.000.004.944.820.000.000.002.550.00-4.940.000.00-11.10 -3.61-3.23-1.40-1.36-3.48-3.12-1.800.440.850.760.331.894.354.8630.0719.53-49.6161.661.34-3.12-59.8858.523.400.76-62.6950.09-18.42-31.67　　　　　　　　　　　　11.38　0.00　0.00-11.38 根据所求的梁端柱端弯矩，再通过平衡条件，即可求出活载作用下梁剪力层46.25-7.038.84-11.169.48-10.48324.65-28.4535.28-31.9138.11-28.67225.23-27.8735.46-31.7337.57-29.02144.86-48.0746.64-46.2848.14-44.78活荷载作用下柱轴力层A柱B柱横梁端部剪力纵梁端部剪力柱轴力横梁端部剪力纵梁端部剪力柱轴力46.254.1110.3615.878.9724.84324.6516.4341.0863.7335.8799.60225.2316.4341.6663.3335.8799.20144.8628.7473.6094.7162.76157.47层C柱D柱横梁端部剪力纵梁端部剪力柱轴力横梁端部剪力纵梁端部剪力柱轴力420.648.9729.6110.524.1114.63370.0235.87105.8928.6716.4345.11269.3035.87105.1729.6216.4346.05194.4262.76157.1844.7828.7473.52 活载作用下的弯矩图活载作用下的梁剪力图 活载作用下的柱轴力图11.4重力荷载代表值作用下框架内力分析竖向重力荷载代表值作用下梁段弯矩：（1）四层横梁(2)二~三层横梁（3）首层横梁 对算出的弯矩进行二次分配见表 重力荷载代表值力矩分配表上柱下柱右梁左梁上柱下柱右梁左梁上柱下柱右梁左梁下柱上柱0.0000.6170.383　0.2530.0000.4090.338　0.3380.0000.4090.253　0.3830.6170.000　-93.28　93.28　　-227.10　155.92　　-227.10　155.92　57.5535.7333.86　54.7345.2324.06　29.1118.01-59.72-96.2030.8416.9317.86　33.0812.0322.62　21.63-29.869.00-55.09-29.47-18.30-15.93　-25.76-21.29-4.86　-5.88-3.6417.6528.4458.92-58.92129.07　62.06-191.13197.73　44.86-242.59122.86-122.86　　　　　　0.3820.3820.236　0.1800.2900.2900.240　0.2400.2900.2900.180　0.2360.3820.382　-161.48161.48　　-389.64273.09　　-422.25288.44　61.6961.6938.1141.0766.1766.1754.7635.8043.2643.2626.85-68.07-110.18-110.1828.7825.0320.5319.0527.3728.1817.9027.3814.5618.42-34.0413.42-44.71-48.10-28.40-28.40-17.54-16.65-26.82-26.82-22.20-6.32-7.63-7.63-4.7418.7330.3330.3362.0658.32-120.3204.966.7167.52-339.1329.950.154.0-434.1252.5-124.5-127.9 8585847376　　　　　　0.3100.4970.193　0.1530.2470.3960.204　0.2040.2470.3960.153　0.1930.4970.310　-161.48161.48　　-389.64273.09　　-422.25288.44　50.0680.2631.1734.9156.3690.3546.5430.4336.8459.0722.82-55.67-143.35-89.4230.8426.2717.4515.5833.080.0015.2123.2721.630.00-27.8311.41-26.27-55.09-23.12-37.06-14.39-9.77-15.78-25.30-13.03-3.48-4.22-6.76-2.6113.5034.7721.6857.7969.47-127.25202.2073.6665.05-340.91323.3154.2652.31-429.87257.68-134.86-122.82　　　　　　0.4380.3920.170　0.1390.3570.3200.184　0.1840.3570.3200.139　0.1700.3920.438　-119.95119.95　　-119.95119.95　　-119.95119.95　52.5447.0220.390.000.000.000.000.000.000.000.00-20.39-47.02-52.5440.130.000.0010.2045.180.000.000.0029.530.00-10.200.000.00-71.68-17.58-15.73-6.82-7.70-19.77-17.72-10.19-3.56-6.90-6.19-2.6912.1928.1031.3975.0931.29-106.38122.4525.41-17.72-130.14116.3922.63-6.19-132.83111.74-18.92-92.82　　　　　　 　　　　　　23.51　0.00　0.00-23.51根据所求的梁端柱端弯矩，再通过平衡条件，即可求出活载作用下梁剪力层465.27-83.98142.78-110.92159.64-94.063117.91-140.46243.96-191.70286.94-178.112119.29-139.05245.09-190.58285.68-179.37193.81-98.1097.80-94.1398.77-93.15重力荷载代表值柱轴力层ABCD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4柱顶65.27188.6335.1253.90226.76183.7935.1410.55270.56148.9335.1419.4994.06154.8335.1248.89柱底289.00445.65454.59283.99 3柱顶117.91231.5635.1638.49384.44313.5135.11143.60478.64258.3835.11191.61178.11211.0835.1673.18柱底673.591178.701226.71708.282柱顶119.29237.7455.11030.62384.44313.5155.11876.35476.26258.3855.11961.35179.37211.0855.11098.73柱底1085.721931.452016.451153.831柱顶93.81267.8861.91447.41195.90271.161.92398.45192.90271.1061.92480.4593.15203.2461.91450.22柱底1509.312460.352542.351512.12 12横向框架内力组合截面配筋计算时应采用构件端部截面的内力，而不是轴线处的内力，梁端、柱边的剪力和弯矩按下式计算：（其计算结果见表中括号里的数值。）恒载V′＝V－p1b/2（梯形）-p2b（均布）,M′＝M-V′b/2活载V′＝V－p1b/2（梯形）-p2b（均布）,M′＝M-V′b/2V′、M′——梁端、柱边截面剪力和弯矩；V、M——内力计算得到的梁端柱轴线截面的剪力和弯矩；均用调幅后值b——柱宽；p1——作用在柱边的梯形线荷载；p2——作用在柱边的均布线荷载。由于荷载过于复杂，使用结力求解器求出柱边弯矩.将求得的梁端弯矩进行调幅，调幅系数β=0.8-0.9，取β=0.85.11.1弯矩调幅先将算的弯矩进行调幅结果见下表 荷载种类杆件跨向弯矩标准值调幅系数调幅后的弯矩标准值恒载顶层AB-55.34-124.000.85-47.04-105.40BC-184.24-191.210.85-156.60-162.53CD-234.63-117.640.85-199.44-99.99三层AB-107.63-185.090.85-91.49-157.33BC-312.95-304.610.85-266.01-258.92CD-403.93-233.800.85-343.34-198.73二层AB-112.78-182.760.85-95.86-155.35BC-314.46-298.430.85-267.29-253.67CD-339.92-237.210.85-288.93-201.63一层AB-81.56-91.600.85-69.33-77.86BC-100.18-87.110.85-85.15-74.04CD-101.47-86.680.85-86.25-73.68活载顶层AB-7.08-9.990.85-6.02-8.49BC-13.69-13.000.85-11.64-11.05CD-15.88-10.390.85-13.50-8.83三层AB-25.50-39.740.85-21.68-33.78BC-52.48-50.690.85-44.61-43.09CD-60.47-37.440.85-51.40-31.82二层AB-28.96-38.890.85-24.62-33.06BC-52.90-49.750.85-44.97-42.29CD-59.88-40.930.85-50.90-34.79一层AB-49.61-61.660.85-42.17-52.41BC-59.88-58.520.85-50.90-49.74CD-62.69-50.090.85-53.29-42.58重力荷载代表值顶层AB-58.92-129.090.85-50.08-109.73BC-191.13-197.730.85-162.46-168.07CD-242.69-122.860.85-206.29-104.43三层AB-120.38-204.950.85-102.32-174.21BC-339.18-329.950.85-288.30-280.46CD-434.17-252.530.85-369.04-214.65二层AB-127.95-202.200.85-108.76-171.87BC-340.91-323.310.85-289.77-274.81CD-429.87-257.680.85-365.39-219.03一层AB-106.38-122.450.85-90.42-104.08BC-130.14-116.390.85-110.62-98.93CD-132.83-111.740.85-112.91-94.98 再根据公式求柱边弯矩和剪力见表荷载种类杆件跨向柱边弯矩柱边剪力恒载顶层AB-30.11-82.9856.43-74.74BC-115.61-131.99136.65-101.80CD-153.48-74.41153.18-85.27三层AB-62.59-122.2496.31-116.97BC-198.62-208.81224.64-167.03CD-269.47-155.09246.22-145.46二层AB-62.35-115.3095.76-114.42BC-188.40-196.07225.39-164.55CD-203.20-150.88244.95-145.00一层AB-46.72-54.3264.58-67.26BC-61.47-51.5867.66-64.18CD-62.49-51.3967.89-63.68活载顶层AB-4.30-6.545.72-6.50BC-8.98-7.848.84-10.70CD-10.65-5.819.48-10.06三层AB-14.92-25.8822.53-26.33BC-34.02-34.0735.28-30.07CD-39.97-23.7838.11-26.83二层AB-16.65-24.1722.75-25.39BC-32.55-31.9335.46-29.58CD-37.75-25.1837.57-27.47一层AB-27.99-37.1140.52-43.73BC-34.57-35.0646.64-41.94CD-36.44-28.4248.14-40.44重力荷载代表值顶层AB-32.29-86.3259.30-78.01BC-120.13-136.41141.09-105.55CD-158.90-77.82157.95-88.69三层AB-70.05-135.69107.58-128.40BC-215.62-225.84242.29-182.07CD-283.26-164.11285.94-168.48二层AB-71.23-127.42107.23-127.00BC-204.68-212.04243.12-179.34CD-266.09-160.18283.71-168.13一层AB-60.73-72.8884.85-89.14BC-79.53-69.1288.84-85.17CD-81.47-65.5189.81-84.1911.2横向框架梁内力组合 杆件跨向截面内力荷载种类内力组合恒载活载风载1.2恒+1.4活1.2恒+1.4（活+0.6风）1.2恒+1.4（0.7活+风）1.35恒+1.4（0.7活+0.6风）左风右风左风右风左风右风左风右风顶层横梁AB跨梁左端M-30.11-4.304.98-4.98-42.15-37.97-46.34-33.37-47.32-40.68-49.05V56.435.72-1.241.2475.7274.6876.7771.5975.0680.7482.83梁右端M-82.98-6.54-3.593.59-108.73-111.75-105.72-111.01-100.96-121.45-115.42V-74.74-6.50-1.241.24-98.79-99.83-97.75-97.79-94.32-108.31-106.23BC跨梁左端M-115.61-8.983.59-3.59-151.30-148.29-154.32-142.51-152.56-161.86-167.89V136.658.84-1.061.06176.36175.47177.25171.16174.13192.25194.03梁右端M-131.99-7.84-3.593.59-169.36-172.38-166.35-171.10-161.05-188.89-182.85V-101.80-10.70-1.061.06-137.14-138.03-136.25-134.13-131.16-148.81-147.03CD跨梁左端M-53.48-10.653.59-3.59-79.09-76.07-82.10-69.59-79.64-79.62-85.65V153.189.48-1.241.24197.09196.05198.13191.37194.84215.04217.13梁右端M-74.41-5.81-4.984.98-97.43-101.61-93.24-101.96-88.01-110.33-101.96V-85.27-10.06-1.241.24-116.41-117.45-115.37-113.92-110.45-126.01-123.93三层横梁AB跨梁左端M-62.59-14.9212.46-12.46-96.00-85.53-106.46-72.29-107.17-88.65-109.58V96.3122.53-3.113.11147.11144.50149.73133.30142.01149.49154.71梁右端M-122.24-25.88-8.978.97-182.92-190.45-175.39-184.61-159.49-197.92-182.85V-116.97-26.33-3.113.11-177.23-179.84-174.61-170.52-161.81-186.33-181.10BC跨梁左端M-198.62-34.028.97-8.97-285.97-278.44-293.51-259.13-284.24-293.94-309.01V224.6435.28-2.642.64318.96316.74321.18300.45307.84335.62340.06梁右端M-208.81-34.07-8.978.97-298.27-305.80-290.74-296.52-271.40-322.82-307.75V-167.03-30.07-2.642.64-242.53-244.75-240.32-233.60-226.21-257.18-252.74CD跨梁左端M-269.47-39.978.97-8.97-379.32-371.79-386.86-349.98-375.09-395.42-410.49V246.2238.11-3.113.11348.82346.21351.43328.46337.17367.13372.36梁右端M-155.09-23.78-12.4612.46-219.40-229.87-208.93-226.86-191.97-243.14-222.21V-145.46-26.83-3.113.11-212.11-214.73-209.50-205.20-196.49-225.28-220.05 杆件跨向截面内力荷载种类内力组合恒载活载风载1.2恒+1.4活1.2恒+1.4（活+0.6风）1.2恒+1.4（0.7活+风）1.35恒+1.4（0.7活+0.6风）左风右风左风右风左风右风左风右风二层横梁AB跨梁左端M-62.35-16.6518.22-18.22-98.13-82.83-113.43-65.63-116.65-85.18-115.79V95.7622.75-4.994.99146.76142.57150.95130.22144.19147.38155.76梁右端M-115.30-24.17-15.7115.71-172.20-185.39-159.00-184.04-140.05-192.54-166.15V-114.42-25.39-4.994.99-172.85-177.04-168.66-169.17-155.20-183.54-175.16BC跨梁左端M-188.40-32.5515.71-15.71-271.65-258.45-284.85-235.99-279.97-273.04-299.44V225.3935.46-4.664.66320.11316.20324.03298.69311.74335.11342.94梁右端M-196.07-31.93-15.7115.71-279.99-293.18-266.79-288.57-244.58-309.18-282.79V-164.55-29.58-4.664.66-238.87-242.79-234.96-232.97-219.92-255.05-247.22CD跨梁左端M-203.20-37.7515.71-15.71-296.69-283.49-309.89-258.84-302.83-298.12-324.51V244.9537.57-4.994.99346.54342.35350.73323.77337.74363.31371.69梁右端M-150.88-25.18-18.2218.22-216.31-231.61-201.00-231.24-180.22-243.67-213.06V-145.00-27.47-4.994.99-212.46-216.65-208.27-207.91-193.93-226.86-218.48一层横梁AB跨梁左端M-46.72-27.9925.18-25.18-95.25-74.10-116.40-48.24-118.75-69.35-111.65V64.5840.52-6.876.87134.22128.45139.99107.59126.82121.12132.66梁右端M-54.32-37.11-21.5321.53-117.14-135.22-99.05-131.69-71.41-127.79-91.61V-67.26-43.73-6.876.87-141.93-147.70-136.16-133.19-113.95-139.43-127.89BC跨梁左端M-61.47-34.5721.53-21.53-122.16-104.08-140.25-77.50-137.78-98.78-134.95V67.6646.64-6.386.38146.49141.13151.85117.97135.83131.69142.41梁右端M-51.58-35.06-21.5321.53-110.98-129.07-92.89-126.40-66.11-122.08-85.91V-64.18-41.94-6.386.38-135.73-141.09-130.37-127.05-109.19-133.10-122.39CD跨梁左端M-62.49-36.4421.53-21.53-126.00-107.92-144.09-80.56-140.84-101.99-138.16V67.8948.14-6.876.87148.86143.09154.63119.03138.26133.06144.60梁右端M-51.39-28.4225.18-25.18-101.46-80.30-122.61-54.27-124.77-76.08-118.38V-63.68-40.44-6.876.87-133.03-138.80-127.26-125.67-106.43-131.37-119.83 杆件跨向截面内力荷载种类内力组合重力荷载代表值地震作用1.2重力荷载代表值+1.3地震作用1.0重力代表值+1.3地震作用向左向右向左向右向左向右顶层横梁AB跨梁左端M-58.92124.05-124.0590.56-231.97102.35-220.19V65.27-29.8029.8039.58117.0626.53104.01梁右端M-129.09-81.5581.55-260.92-48.89-235.11-23.08V-83.98-29.8029.80-139.52-62.04-122.72-45.24BC跨梁左端M-191.1381.55-81.55-123.34-335.37-85.12-297.15V142.78-24.1324.13139.97202.71111.41174.15梁右端M-197.73-81.5581.55-343.29-131.26-303.75-91.72V-110.92-24.1324.13-164.47-101.74-142.29-79.55CD跨梁左端M-242.6981.55-81.55-185.21-397.24-136.68-348.71V159.64-29.8029.80152.83230.31120.90198.38梁右端M-122.86-124.05124.05-308.7013.83-284.1338.41V-94.06-29.8029.80-151.61-74.13-132.80-55.32四层横梁AB跨梁左端M-120.38170.14-170.1476.73-365.64100.80-341.56V117.91-46.6346.6380.87202.1157.29178.53梁右端M-204.95-151.59151.59-443.01-48.87-402.02-7.88V-140.46-46.6346.63-229.17-107.93-201.08-79.84BC跨梁左端M-339.18151.59-151.59-209.95-604.08-142.11-536.25V243.96-44.1544.15235.36350.15186.57301.36梁右端M-329.95-151.59151.59-593.01-198.87-527.02-132.88V-191.70-44.1544.15-287.44-172.65-249.10-134.31CD跨梁左端M-434.17151.59-151.59-323.94-718.07-237.10-631.24V286.94-46.6346.63283.71404.95226.32347.56梁右端M-252.53-170.14170.14-524.22-81.85-473.71-31.35V-178.11-46.6346.63-274.35-153.11-238.73-117.49 杆件跨向截面内力荷载种类内力组合重力荷载代表值地震作用1.2重力荷载代表值+1.3地震作用1.0重力代表值+1.3地震作用向左向右向左向右向左向右三层横梁AB跨梁左端M-127.95355.45-355.45308.55-615.63334.14-590.04V119.29-93.2393.2321.95264.35-1.91240.49梁右端M-202.20-278.48278.48-604.66119.38-564.22159.82V-139.05-93.2393.23-288.06-45.66-260.25-17.85BC跨梁左端M-340.91278.48-278.48-47.07-771.1221.11-702.93V245.09-82.9682.96186.26401.96137.24352.94梁右端M-323.31-278.48278.48-750.00-25.95-685.3338.71V-190.58-82.9682.96-336.54-120.85-298.43-82.73CD跨梁左端M-429.87278.48-278.48-153.82-877.87-67.85-791.89V285.68-93.2393.23221.62464.02164.48406.88梁右端M-257.68-355.45355.45-771.30152.87-719.77204.41V-179.37-93.2393.23-336.44-94.05-300.57-58.17二层横梁AB跨梁左端M-106.38491.17-491.17510.87-766.18532.14-744.90V93.81-129.28129.28-55.49280.64-74.25261.87梁右端M-122.45-387.96387.96-651.29357.41-626.80381.90V-98.10-129.28129.28-285.7850.34-266.1669.96BC跨梁左端M-130.14387.96-387.96348.18-660.52374.21-634.49V97.80-115.52115.52-32.82267.54-52.38247.98梁右端M-116.39-387.96387.96-644.02364.68-620.74387.96V-94.13-115.52115.52-263.1337.22-244.3156.05CD跨梁左端M-132.83387.96-387.96344.95-663.74371.52-637.18V98.77-129.28129.28-49.54286.59-69.29266.83梁右端M-111.74-491.17491.17-772.61504.43-750.26526.78V-93.15-129.28129.28-279.8456.28-261.2174.91 11.3横向框架柱内力组合杆件跨向截面内力荷载种类内力组合及相应的N及相应的M及相应的M恒载活载风载1.2恒+1.4活1.2恒+1.4(活+0.6风)1.35恒+活左风右风左风右风顶层住A柱柱顶M55.347.08-5.355.3576.3271.8380.8181.7981.7980.8181.79N-248.70-10.361.24-1.24-312.94-311.90-313.99-346.11-346.11-313.99346.11柱底M-56.32-11.462.88-2.88-83.63-81.21-86.05-87.4987.49-86.05-87.49N-283.80-10.361.24-1.24-355.06-354.02-356.11-393.49-393.49-356.11393.49B柱柱顶M60.243.70-7.917.9177.4770.8284.1185.0285.0284.1185.02N-398.10-24.840.18-0.18-512.50-512.34-512.65-562.28-562.28-512.65562.28柱底M-63.97-5.494.85-4.85-84.45-80.38-88.52-91.8591.85-88.52-91.85N-433.20-24.840.18-0.18-554.62-554.46-554.77-609.66-609.66-554.77609.66C柱柱顶M43.422.88-7.917.9156.1449.4962.7861.5062.7862.7861.50N-406.30-29.31-0.180.18-528.59-528.75-528.44-577.82-528.44-528.44577.82柱底M-47.97-4.434.85-4.85-63.77-59.69-67.84-69.1969.19-67.84-69.19N-441.40-29.61-0.180.18-571.13-571.29-570.98-625.50-625.50-570.98625.50D柱柱顶M-117.64-10.39-5.355.35-155.71-160.21-151.22-169.20169.20-151.22-169.20N-243.20-14.63-1.241.24-312.32-313.36-311.28-342.95-342.95-311.28342.95柱底M119.4637.442.88-2.88195.77198.19193.35198.71198.71193.35198.71N-278.30-14.63-1.241.24-354.44-355.48-353.40-390.34-390.34-353.40390.34三层柱A柱柱顶M51.3114.04-10.5110.5181.2372.4090.0683.3190.0672.4083.31N-618.90-41.083.98-3.98-800.19-796.85-803.54-876.60-803.54-796.85876.60柱底M-52.72-10.147.00-7.00-77.46-71.58-83.34-81.3183.34-71.58-81.31N-654.00-41.083.98-3.98-842.31-838.97-845.66-923.98-845.66-838.97923.98B柱柱顶M63.897.25-14.9514.9586.8274.2699.3893.5099.3874.2693.50N-1081.30-99.200.63-0.63-1436.44-1435.91-1436.97-1558.96-1436.97-1435.911558.96柱底M-69.88-7.5612.23-12.23-94.44-84.17-104.71-101.90104.71-84.17-101.90N-1116.40-99.200.63-0.63-1478.56-1478.03-1479.09-1606.34-1479.09-1478.031606.34C柱柱顶M51.365.36-14.9514.9569.1456.5881.6974.7081.6981.6974.70N-1105.50-105.89-0.630.63-1474.85-1475.38-1474.32-1598.32-1474.32-1474.321598.32柱底M-551.73-5.0412.23-12.23-669.13-658.86-679.41-749.88749.88-679.41-749.88N-1140.60-105.89-0.630.63-1516.97-1517.50-1516.44-1645.70-1645.70-1516.441645.70D柱柱顶M-114.34-20.46-10.5110.51-165.85-174.68-157.02-174.82174.82-157.02-174.82N-635.30-45.11-3.983.98-825.51-828.86-822.17-902.77-902.77-822.17902.77柱底M114.7816.097.00-7.00160.26166.14154.38171.04171.04154.38171.04N-670.40-45.11-3.983.98-867.63-870.98-864.29-950.15-950.15-864.29950.15杆件跨向截面内力荷载种类内力组合及相应的N及相应的M及相应的M恒载活载风载1.2恒+1.4活1.2恒+1.4(活+0.6风)1.35恒+活左风右风左风右风两层柱A柱柱顶M60.0618.82-12.9712.9798.4287.53109.3199.90109.3187.5399.90 N-990.10-41.668.97-8.97-1246.44-1238.91-1253.98-1378.30-1253.98-1238.911378.30柱底M-60.04-30.0710.61-10.61-114.15-105.23-123.06-111.12123.06-105.23-111.12N-1045.20-41.668.97-8.97-1312.56-1305.03-1320.10-1452.68-1320.10-1305.031452.68B柱柱顶M61.836.46-22.6722.6783.2464.20102.2889.93102.2864.2089.93N-1764.60-99.200.96-0.96-2256.40-2255.59-2257.21-2481.41-2257.21-2255.592481.41柱底M-24.74-1.3418.55-18.55-31.56-15.98-47.15-34.7447.15-15.98-34.74N-1819.70-99.200.96-0.96-2322.52-2321.71-2323.33-2555.80-2323.33-2321.712555.80C柱柱顶M49.765.09-22.6722.6766.8447.8085.8872.2785.8885.8872.27N-1802.70-105.17-0.960.96-2310.48-2311.28-2309.67-2538.82-2309.67-2309.672538.82柱底M-20.93-3.4018.55-18.55-29.88-14.29-45.46-31.6645.46-45.46-31.66N-1857.80-105.17-0.960.96-2376.60-2377.40-2375.79-2613.20-2375.79-2375.792613.20D柱柱顶M-122.43-24.84-12.9712.97-181.69-192.59-170.80-190.12190.12-170.80-190.12N-1028.40-45.11-8.978.97-1297.23-1304.77-1289.70-1433.45-1433.45-1289.701433.45柱底M76.9131.6710.61-10.61136.63145.54127.72135.50145.54127.72135.00N-1083.50-45.11-8.978.97-1363.35-1370.89-1355.82-1507.84-1370.89-1355.821507.84一层柱A柱柱顶M21.5119.53-16.9816.9853.1538.8967.4248.5767.4238.8948.57N-1370.10-73.6015.84-15.84-1747.16-1733.85-1760.47-1923.24-1760.47-1733.851923.24柱底M-17.81-11.3839.63-39.63-37.30-4.01-70.59-35.4270.59-4.01-35.42N-1432.00-73.6015.84-15.84-1821.44-1808.13-1834.75-2006.80-1834.75-1808.132006.80B柱柱顶M-16.16-3.12-29.9329.93-23.76-48.901.38-24.9448.90-48.90-24.94N-2207.90-157.471.45-1.45-2869.94-2868.72-2871.16-3138.14-2868.72-2868.723138.14柱底M0.000.0042.16-42.160.0035.41-35.410.0035.4135.410.00N-2269.80-157.471.45-1.45-2944.22-2943.00-2945.44-3221.70-2943.00-2943.003221.70C柱柱顶M-6.570.76-29.9329.93-6.82-31.9618.32-8.1131.9618.32-8.11N-2243.20-157.18-1.451.45-2911.89-2913.11-2910.67-3185.50-2913.11-2910.673185.50柱底M0.000.0042.16-42.160.0035.41-35.410.0035.41-35.410.00N-2305.10-157.18-1.451.45-2986.17-2987.39-2984.95-3269.07-2987.39-2984.953269.07D柱柱顶M-9.71-18.42-16.9816.98-37.44-51.70-23.18-31.5351.70-23.18-31.53N-1343.10-73.52-15.8415.84-1714.65-1727.95-1701.34-1886.71-1727.95-1701.341886.71柱底M17.8111.3839.63-39.6337.3070.594.0135.4270.594.0135.42N-1405.00-73.52-15.8415.84-1788.93-1802.23-1775.62-1970.27-1802.23-1775.621970.27杆件跨向截面内力荷载种类内力组合及相应的N及相应的M及相应的M重力荷载代表值地震作用1.2重力荷载代表值+1.3地震作用1.0重力荷载代表值+1.3地震作用向左向右向左向右向左向右顶层柱A柱柱顶M58.92-132.99132.99-102.18243.59-113.97231.81243.59-113.97-102.18 N-253.9029.80-29.80-265.94-343.42-215.16-292.64-343.42-215.16-265.94柱底M-62.0671.61-71.6118.62-167.5731.03-155.15-167.5731.0318.62N-289.0029.80-29.80-308.06-385.54-250.26-327.74-385.54-250.26-308.06B柱柱顶M62.06-180.98180.98-160.80309.75-173.21297.33309.75-173.21-160.80N-410.555.67-5.67-485.29-500.03-403.18-417.92-500.03-403.18-485.29柱底M-66.71136.52-136.5297.42-257.53110.77-244.19-257.53110.7797.42N-445.655.67-5.67-527.41-542.15-438.28-453.02-542.15-438.28-527.41C柱柱顶M44.86-180.98180.98-181.44289.11-190.41280.13289.11280.13289.11N-419.49-5.675.67-510.76-496.02-426.86-412.12-496.02-412.12-496.02柱底M-50.18136.52-136.52117.26-237.69127.30-227.66-237.69-227.66-237.69N-454.59-5.675.67-552.88-538.14-461.96-447.22-538.14-447.22-538.14D柱柱顶M-122.86-132.99132.99-320.3225.46-295.7550.03-320.3250.0325.46N-248.89-29.8029.80-337.41-259.93-287.63-210.15-337.41-210.15-259.93柱底M252.5371.61-71.61396.13209.94345.62159.44396.13159.44209.94N-283.99-29.8029.80-379.53-302.05-322.73-245.25-379.53-245.25-302.05三层柱A柱柱顶M58.32-112.52112.52-76.29216.26-87.96204.60216.26-87.96-76.29N-638.4946.63-46.63-705.57-826.81-577.87-699.11-826.81-577.87-705.57柱底M-57.7992.07-92.0750.34-189.0461.90-177.48-189.0461.9050.34N-673.5946.63-46.63-747.69-868.93-612.97-734.21-868.93-612.97-747.69B柱柱顶M67.52-174.63174.63-146.00308.04-159.50294.54308.04-159.50-146.00N-1143.608.15-8.15-1361.73-1382.92-1133.01-1154.20-1382.92-1133.01-1361.73柱底M-73.66142.87-142.8797.34-274.12112.07-259.39-274.12112.0797.34N-1178.708.15-8.15-1403.85-1425.04-1168.11-1189.30-1425.04-1168.11-1403.85C柱柱顶M54.08-174.63174.63-162.12291.92-172.94281.10291.92281.10291.92N-1191.61-8.158.15-1440.53-1419.34-1202.21-1181.02-1419.34-1181.02-1419.34柱底M-54.26142.87-142.87120.62-250.84131.47-239.99-250.84-239.99-250.84N-1226.71-8.158.15-1482.65-1461.46-1237.31-1216.12-1461.46-1216.12-1461.46D柱柱顶M-124.57-112.52112.52-295.76-3.21-270.8521.71-295.7621.71-3.21N-673.18-46.6346.63-868.44-747.20-733.80-612.56-868.44-612.56-747.20柱底M122.8292.07-92.07267.0827.69242.513.13267.083.1327.69N-708.28-46.6346.63-910.56-789.32-768.90-647.66-910.56-647.66-789.32杆件跨向截面内力荷载种类内力组合及相应的N及相应的M及相应的M重力荷载代表值地震作用1.2重力荷载代表值+1.3地震作用1.0重力荷载代表值+1.3地震作用向左向右向左向右向左向右二层柱A柱柱顶M69.47-296.01296.01-301.45468.18-315.34454.28468.18-315.34-301.45 N-1030.6293.23-93.23-1115.55-1357.94-909.42-1151.82-1357.94-909.42-1115.55柱底M-75.09296.01-296.01294.71-474.92309.72-459.90-474.92309.72294.71N-1085.7293.23-93.23-1181.67-1424.06-964.52-1206.92-1424.06-964.52-1181.67B柱柱顶M65.05-479.34479.34-545.08701.20-558.09688.19701.20-558.09-545.08N-1876.3518.42-18.42-2227.67-2275.57-1852.40-1900.30-2275.57-1852.40-2227.67柱底M-25.41479.34-479.34592.65-653.63597.73-648.55-653.63597.73592.65N-1931.4518.42-18.42-2293.79-2341.69-1907.50-1955.40-2341.69-1907.50-2293.79C柱柱顶M52.31-479.34479.34-560.37685.91-570.83675.45685.91675.45685.91N-1961.35-18.4218.42-2377.57-2329.67-1985.30-1937.40-2329.67-1937.40-2329.67柱底M-22.63479.34-479.34595.99-650.30600.51-645.77-650.30-645.77-650.30N-2016.45-18.4218.42-2443.69-2395.79-2040.40-1992.50-2395.79-1992.50-2395.79D柱柱顶M-134.86-296.01296.01-546.65222.98-519.67249.95-546.65249.95222.98N-1098.73-93.2393.23-1439.68-1197.28-1219.93-977.53-1439.68-977.53-1197.28柱底M92.82296.01-296.01496.20-273.43477.63-291.99496.20-291.99-273.43N-1153.83-93.2393.23-1505.80-1263.40-1275.03-1032.63-1505.80-1032.63-1263.40一层A柱柱顶M31.29-240.41240.41-274.99350.08-281.24343.82350.08-281.24-274.99N-1447.41129.28-129.28-1568.83-1904.96-1279.35-1615.47-1904.96-1279.35-1568.83柱底M23.51588.60-588.60793.39-736.97788.69-741.67793.39788.69793.39N-1509.31129.28-129.28-1643.11-1979.24-1341.25-1677.37-1643.11-1341.25-1643.11B柱柱顶M-17.72-387.07387.07-524.46481.93-520.91485.47-524.46-520.91-524.46N-2398.4532.18-32.18-2836.31-2919.97-2356.62-2440.28-2836.31-2356.62-2836.31柱底M0.00659.04-659.04856.75-856.75856.75-856.75856.75856.75856.75N-2460.3532.18-32.18-2910.59-2994.25-2418.52-2502.18-2910.59-2418.52-2910.59C柱柱顶M-6.19-387.07387.07-510.62495.76-509.38497.00-510.62497.00495.76N-2480.45-32.1832.18-3018.37-2934.71-2522.28-2438.62-3018.37-2438.62-2934.71柱底M0.00659.04-659.04856.75-856.75856.75-856.75856.75-856.75-856.75N-2542.35-32.1832.18-3092.65-3008.99-2584.18-2500.52-3092.65-2500.52-3008.99D柱柱顶M-18.92-240.41240.41-335.24289.83-331.45293.61-335.24293.61289.83N-1450.22-129.28129.28-1908.33-1572.20-1618.28-1282.16-1908.33-1282.16-1572.20柱底M23.51588.60-588.60793.39-736.97788.69-741.67793.39-741.67-736.97N-1512.12-129.28129.28-1982.61-1646.48-1680.18-1344.06-1982.61-1344.06-1646.48 13截面设计13.1框架梁截面设计1.承载力抗震调整系数考虑地震作用时，结构构件的截面设计采用下面的表达式：≤式中：—承载力抗震调整系数，取值见表13-1—地震作用效应或地震作用效应与其它荷载效应的基本组合；—结构构件的承载力。在截面配筋时，组合表中与地震力组合的内力均应乘以后再与静力组合的内力进行比较，挑选出最不利内力。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轴压比小于0.15的柱偏压0.75轴压比不小于0.15的柱偏压0.8抗震墙偏压0.85各类构件受剪、偏拉0.8513.1.1框架梁正截面设计混凝土强度等级C30（＝14.3N/mm，＝1.43N/mm），纵筋为HRB335（＝＝300N/mm），箍筋为HPB335（＝＝300N/mm）。截面为T型结构梁，令，b=300，mm，ho=h-as=700-35=665mm则在所有的梁中，，所以x≤，属于第一类型的T梁，计算过程如下，验算是否满足<ζb=0.55 跨中正截面配筋层位置截面尺寸控制弯矩（KN)（mm）实际选用％最小配筋率备注四层AB跨300×700111.240.756600.00540.00540.550.9973422.502200.30.21满足BC跨156.470.756600.00750.00760.550.9962594.942200.30.21满足CD跨123.950.756600.00600.00600.550.9970470.922200.30.21满足三层AB跨131.450.756600.00630.00640.550.9968499.502200.30.21满足BC跨271.90.756600.01310.01320.550.99341036.765200.750.21满足CD跨265.030.756600.01280.01280.550.99361010.395200.750.21满足二层AB跨334.140.756600.01610.01620.550.99191276.035200.750.21满足BC跨325.990.756600.01570.01580.550.99211244.665200.750.21满足CD跨295.480.756600.01420.01430.550.99281127.325200.750.21满足一层AB跨532.140.756400.02730.02760.550.98622107.808201.20.21满足BC跨387.960.756400.01990.02010.550.99001530.838201.20.21满足CD跨526.780.756400.02700.02740.550.98632086.278201.20.21满足 柱边弯矩配筋表层截面位置控制弯矩绝对值总实际选用％最小配筋率%备注顶层A支座231.970.7566062840116.8157.170.03060.03110.550.98293.29921.292250.470.21满足B支座左260.920.7566062840116.8178.880.04220.04310.550.98407.181035.184250.940.21满足B支座右335.370.7566062840116.81134.720.07210.07490.550.96706.881334.884250.940.21满足C支座左343.290.7566062840116.81140.660.07530.07830.550.96739.361367.364250.940.21满足C支座右397.240.7566062840116.81181.120.09690.10210.550.95963.991591.994250.940.21满足D支座308.700.7566062840116.81114.720.06140.06340.550.97598.351226.354250.940.21满足三层A支座365.640.7566062840116.81157.420.08420.08810.550.96831.711459.714250.940.21满足B支座左443.010.7564062840113.04219.220.12480.13370.550.931223.551851.554250.940.21满足B支座右604.080.75640157040282.60170.460.09700.10220.550.95935.642505.646251.400.21满足C支座左593.010.75640157040282.60162.160.09230.09700.550.95887.612457.616251.400.21满足C支座右718.070.75640157040282.60255.950.14570.15820.550.921447.573017.576251.400.21满足D支座524.220.75640157040282.60110.570.06290.06500.550.97595.212165.216251.400.21满足二层A支座615.630.75640157040282.60179.120.10190.10770.550.95986.052556.056251.400.21满足B支座左604.660.75640157040282.60170.900.09730.10250.550.95938.162508.166251.400.21满足B支座右771.120.75640157040282.60295.740.16830.18550.550.911697.793267.798251.870.21满足C支座左750.000.75640157040282.60279.900.15930.17450.550.911597.183167.188251.870.21满足C支座右877.870.75640157040282.60375.800.21390.24350.550.882228.663798.668251.870.21满足D支座771.300.75640157040282.60295.880.16840.18560.550.911698.653268.658251.870.21满足首层A支座766.180.75640251360437.26137.370.07820.08150.550.96745.883258.888251.870.21满足B支座左651.290.75640251360437.2651.210.02910.02960.550.99270.702783.708251.870.21满足B支座右660.520.75640251360437.2658.130.03310.03360.550.98307.932820.938251.870.21满足C支座左644.020.75640251360437.2645.750.02600.02640.550.99241.482754.488251.870.21满足C支座右663.740.75640251360437.2660.540.03450.03510.550.98320.962833.968251.870.21满足D支座772.610.75640251360437.26142.200.08090.08450.550.96773.273286.278251.870.21满足 13.1.2框架梁斜截面设计梁的斜截面强度计算为了防止梁在弯曲屈服前发生剪切破坏，截面设计时，对剪力设计值进行调整如下，结果见表。式中—剪力增大系数，对二级框架取1.2；—梁的净跨；＝7.5-0.6=6.9—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；，—分别为梁的左，右端顺时针方向或反时针方向截面组合的弯矩值。计算中、取各自顺时针方向或逆时针方向中较大者，因为组合表中已取＝0.75，调整回标准值后再调整V。考虑承载力抗震调整系数＝0.85。调整后的剪力值大于组合表中的静力组合的剪力值，故按调整后的剪力值进行斜截面计算。根据上表可选出梁的控制内力.跨高比：（厚腹梁）。应满足：=0.25*1.0*14.3*300*640=686.4KN，满足要求演算是否需要按计算配置箍筋0.6考虑地震作用下混凝土抗剪承载力折减。故按计算需要配箍筋,过程如下：验算最小配筋率：（二级抗震）斜截面强度计算结果见表 剪力调整　梁的剪力调整:使其顺时针为正层号层号M左M右LnηvbVgb左Vgb右V左V右Vmax地震作用下V四AB90.56260.926.901.2089.5689.56150.69150.69150.69139.52BC-123.34343.296.901.20172.21123.77210.46162.02210.46202.71CD-397.24-13.836.901.20172.21123.77243.70195.26243.70230.31三AB76.73443.006.901.20155.03155.03245.42245.42245.42229.17BC-604.08198.876.901.20292.07217.15362.54287.62362.54350.15CD-718.0781.856.901.20316.60227.88427.25338.53427.25404.95二AB308.55604.666.801.20155.03155.03316.18316.18316.18288.06BC-771.1225.956.801.20292.30214.66423.80346.16423.80401.96CD-877.87-152.876.801.20316.92225.29478.82407.19478.82464.02一AB510.87651.296.801.20115.15115.15320.24320.24320.24285.78BC-660.52-364.686.801.20114.71114.71295.63295.63295.63267.54CD-663.74-504.436.801.20114.71114.71320.86320.86320.86286.59 配置箍筋层号层号rREVfyvftbho配筋面积mm2/mmρsvρmin(%)V实际(KN)四AB128.08300.001.43300.00660.000.048@2000.501.701.14满足BC178.89300.001.43300.00660.000.248@2000.501.701.14满足CD207.15300.001.43300.00660.000.368@2000.501.701.14满足三AB208.61300.001.43300.00660.000.368@2000.501.701.14满足BC308.16300.001.43300.00660.000.7610@1501.053.501.14满足CD363.16300.001.43300.00660.000.9910@1501.053.501.14满足二AB268.76300.001.43300.00660.000.6110@1501.053.501.14满足BC360.23300.001.43300.00660.000.9710@1501.053.501.14满足CD423.99300.001.43300.00660.001.2312@1501.515.001.14满足一AB272.20300.001.43300.00640.000.6510@1501.053.501.14满足BC251.28300.001.43300.00640.000.5710@1501.053.501.14满足CD272.73300.001.43300.00640.000.6610@1501.053.501.14满足 箍筋加密构造要求：最大间距：min（8d，h/4，100）d为纵筋直径求s=100mm加密长度：max（1.5h,500）所以：选10@100，加密长度1050m 13.2框架柱截面设计13.2．1轴压比验算及内力调整混凝土为C30（＝14.3N/mm，＝1.43N/mm），纵筋为级Ⅱ级HRB335（＝＝300N/mm），箍筋为Ⅱ级HRB335（＝＝300N/mm）。轴压比验算，轴压比的限制是为了保证柱具有一定的延性。要满足规范要求：<0.75,柱轴压比计算层号柱号b(mm)h(mm)fc（N/mm)轴力Ν(kN)轴压比ω<0.75四A600.00600.0014.30385.540.07满足B600.00600.0014.30542.150.11满足C600.00600.0014.30552.880.11满足D600.00600.0014.30379.530.07满足三A600.00600.0014.30868.930.17满足B600.00600.0014.301425.040.28满足C600.00600.0014.301482.650.29满足D600.00600.0014.30910.560.18满足二A700.00700.0014.301424.060.20满足B700.00700.0014.302341.690.33满足C700.00700.0014.302443.690.35满足D700.00700.0014.301505.800.21满足一A700.00700.0014.301979.240.28满足B700.00700.0014.302994.250.43满足C700.00700.0014.303092.650.44满足D700.00700.0014.301982.610.28满足四层柱的轴压比小于0.15，不用调。13.2．2强柱弱梁原则：《规范规定》，一、二、三级框架梁柱节点处，除框架顶层和轴压比小于0.15者及框支梁与框支柱的节点外，柱端组合的弯矩设计值应符合下式要求：式中——节点上、下拄端截面顺时针或逆时针方向组合的弯矩设计值之和，上、下柱端的弯矩设计值，可按弹性分析分配； ——节点左右梁端截面逆时针或顺时针方向组合的弯矩设计值和；——柱端弯矩增大系数，二级框架取1.5。先计算公式两侧若>则不用调整;若<则要调整:将与1.2的差值按柱的弹性分析弯矩值之比分配给节点上下柱端：四层的轴压比小于0.15，不用进行调整，其它三层进行调整。弯矩最大的组合强柱弱梁调整层号节点M上柱端M下柱端M左端M右端判断调后M上柱调后M下柱四A-167.57-216.26-383.83365.64548.46要调-239.44-309.02B-257.53-308.04-565.57-48.87604.08832.82要调-379.22-453.60C-237.69-291.92-529.61-198.87718.07778.80要调-349.53-429.27D396.13295.78691.91-524.22-786.33要调450.19336.14三A-189.04-468.18-657.22615.63923.45要调-265.62-657.83B-274.12-701.20-975.32119.38771.121335.75要调-375.42-960.33C-250.84-685.91-936.75-25.95877.871277.88要调-342.19-935.69D267.08546.65813.73-771.30-1156.95要调379.73777.22二A-474.92-350.00-824.92766.171149.26要调-661.64-487.61B-653.63-481.93-1135.56357.41660.521526.90要调-878.88-648.01C-650.30-495.76-1146.06364.68663.741542.64要调-875.33-667.31D496.20355.24851.44-772.61-1158.92要调675.39483.53 轴力最小的组合墙柱弱梁调整层号节点M上柱端M下柱端M左端M右端判断调后M上柱调后M下柱三A31.0387.96118.99-100.80-151.20要调39.43111.77B110.77159.50270.27-402.02142.11-389.87要调159.79230.08C-227.60-281.10-508.70-132.88631.24747.54要调-334.46-413.08D159.44-21.71137.73115.36173.04要调-200.3227.28二A61.90315.34377.24-334.14-501.21要调82.24418.97B112.07558.09670.16-564.22-21.11-878.00要调146.83731.17C-239.99-675.45-915.4438.71791.891245.90要调-326.62-919.28D3.13-249.95-246.82204.41306.62要调3.89-310.50一A309.72281.24590.96-532.14-798.21要调418.34379.87B597.73520.911118.64626.80374.211501.52要调-802.31-699.20C-645.77-497.00-1142.77387.96637.181537.71要调-868.95-668.76D-291.99-293.61-585.60526.78790.17要调-393.99-396.18由于框架结构的底层柱过早出现塑性屈服，将影响整个结构的变形能力。同时，随着框架梁较的出现，由于塑性内力重分布底层柱的反弯点具有较大的不确定性。因此，对二级框架底层柱底的弯矩设计值考虑1.5的增大系数。弯矩最大的组合底层框架柱的弯矩调整ABCD原值-736.97KN-856-95KN-856.75KN793.39KN调整值-1105.46KN-1285.13KN-1285.13KN1190.09KN轴力最小的组合底层框架柱的弯矩调整 ABCD原值788.69KN856.75KN-856.76KN-741.67KN调整值1183.04KN1285.13KN-1285.13KN1112.51KN根据内力组合表选择不利内力，调整后的弯矩值需要乘，轴压比小于0.15的柱取0.75,大于0.15则取0.8.正截面受弯承载力计算13.2．3柱纵筋的配置柱同一截面分别受正反向弯矩，故采用对称配筋。Nb=α1fcbh0ξb=1.0×14.3×700×660×0.550=3633.63kN全部按大偏心进行计算，在弯矩水平地震作用产生的弯矩设计值，所以柱的计算长度为，底层柱1.0H。其余各层柱为1.25H。柱的计算长度顶层3.6m三层3.6m二层4.5m一层6.3m大偏心配筋:柱配筋，。其中：=+-；；=，上两层取600/30=20mm下两层取700/30=23.3mm当>1.0时，；时，取，； 层号柱号MNbh(mm)(mm)(N/mm2)(N/mm2)(mm)0.3xξb*h0配筋%(kN·m)(kN)(mm)(mm)(mm)(mm)(mm)计算最小配筋率%四层A243.59343.426006004056014.3113003600709.320729.31.02743.7116840.0380308786.520.4061815260.45B379.22542.156006004056014.3113003600699.520719.51.02733.8716863.19803081200.560.4061815260.45C349.53538.146006004056014.3113003600649.520669.51.02683.9116862.7280308994.630.4061815260.45D450.19379.536006004056014.31130036001186.2201206.21.011220.5816844.23803082829.780.4062529450.88三层A309.02826.816006004056014.3113003600373.720393.71.04408.1516896.3680308828.570.4061815260.45B453.601382.926006004056014.3113003600328.020348.01.04362.40168161.18803081267.600.4061815260.45C429.271425.046006004056014.3113003600301.220321.21.04335.63168166.09803081084.110.4061815260.45D379.73910.566006004056014.3113003600417.020437.01.03451.43168106.13803081193.600.4061815260.45二层A661.641424.067007004066014.3113004500464.623.3487.91.04507.40198142.26803631749.680.4062222810.49B701.202275.077007004066014.3113004500308.223.3331.51.06350.99198227.28803631402.140.4062222810.49C935.692329.677007004066014.3113004500401.623.3424.91.05444.42198232.73803632640.170.4062529450.64D960.331439.687007004066014.3113004500667.023.3690.31.03709.83198143.82803633341.750.4062836950.80一层A1105.461979.247007004066014.3113006300558.523.3581.81.07620.01198197.73803633925.210.4082849261.07B1285.132994.257007004066014.3113006300429.223.3452.51.08490.68198299.13803634672.420.4082849261.07C1285.133008.997007004066014.3113006300427.123.3450.41.08488.58198300.60803634673.320.4082849261.07D1190.091982.617007004066014.3113006300600.323.3623.61.06661.75198198.06803634378.570.4082849261.07柱弯矩最大情况下的正截面配筋表 柱轴力最小情况下正截面配筋表层号柱号MNbh(mm)(mm)(N/mm2)(N/mm2)(mm)0.3xξb*h0(kN·m)(kN)(mm)(mm)(mm)(mm)(mm)计算四层A113.97215.166006004056014.3113003600529.7020549.701.03564.1016861.7480308419.42B173.21403.186006004056014.3113003600429.6120449.611.03464.0116850.0780308527.26C334.46447.226006004056014.3113003600747.8620767.861.02782.2616887.16803081497.23D200.32245.256006004056014.3113003600816.8020836.801.02851.2016895.2080308929.43三层A111.77577.876006004056014.3113003600193.4220213.421.07227.8216822.5480308-119.21B230.081133.046006004056014.3113003600203.0620223.061.06237.4616823.6780308-163.68C413.081181.026006004056014.3113003600349.7620369.761.04384.1616840.7780308940.01D27.28612.566006004056014.311300360044.532064.531.2278.931685.1980308-711.01二层A418.97909.427007004066014.3113004500460.7023.3484.001.04503.4819846.0280363946.01B802.311907.57007004066014.3113004500420.6123.3443.911.04463.3919842.02803631573.08C919.281937.47007004066014.3113004500474.4923.3497.791.04517.2719847.40803632158.99D393.991032.637007004066014.3113004500381.5423.3404.841.05424.3219838.1280363634.69一层A1183.041341.257007004066014.3113006300882.0423.3905.341.04943.5219888.12803634568.36B1285.132418.527007004066014.3113006300531.3723.3554.671.07592.8519853.08803633677.89C1285.132500.527007004066014.3113006300513.9423.3537.241.07575.4319851.34803633568.33D1112.511344.067007004066014.3113006300827.7223.3851.021.04889.2119882.69803634185.4113.2．4斜截面承载能力计算剪力调整按强剪弱弯原则：V=(+)／V——柱端组合剪力设计值；——柱的净高；、——柱的上下端顺时针或反时针方向截面组合的弯矩设计值,应满足＝1.5，底层柱底应考虑1.5倍的弯矩增大系数。——柱剪力增大系数，二级框架为1.3. 柱的强剪弱弯调整层号柱号M上M下hN大于3时取3计算V四A-243.591-167.5736001.3-148.47343.426.433.00-126203.58B-309.746-257.5336001.3-204.85542.156.433.00-174122.22C-289.106-237.6936001.3-190.23538.146.433.00-161697.11D-25.455396.1336001.3133.85379.536.433.00113776.63三A-216.26-189.0436001.3-146.36826.816.433.00-124404.58B-308.04-274.1236001.3-210.221382.926.433.00-178690.78C-291.92-250.8436001.3-196.001425.046.433.00-166597.17D295.78267.0836001.3203.25910.566.433.00172765.52二A-468.18-474.9245001.3-272.451424.066.823.00-231583.44B-701.20-653.6345001.3-391.402275.076.823.00-332686.03C-685.91-650.3045001.3-386.022329.676.823.00-328113.79D546.65496.2045001.3301.271439.686.823.00256077.61一A-350.00-736.9745001.3-314.011979.246.823.00-266911.52B-481.93-856.7545001.3-386.732994.256.823.00-328720.31C-495.76-856.7545001.3-390.733008.996.823.00-332116.34D355.24793.3945001.3331.831982.616.823.00282052.48 斜截面配筋：截面尺寸复核：取as=a`s=40mmh0=h-a`s=700-40=660mm因为hw/b=660/700=0.94<4所以0.25βfcbh0=0.25×1.0×14.3×700×660=1651.65kN>Vmax=332.69.43kN柱的抗剪承载能力：·＝＋＋0.056（组合内V已经乘=0.85，要调整成受剪条件下的0.85）所以其中：，当>3时，取柱的箍筋配置层号柱号ftbh0Nλfyv计算VAsv/s(mm2)按构造配箍筋Asv/s(mm2)四A1.43600560343.423300126203.58-0.118@2000.50B1.43600560542.153300174122.220.108@2000.50C1.43600560538.143300161697.110.038@2000.50D1.43600560379.533300113776.63-0.208@2000.50三A1.43600560826.813300124404.58-0.298@2000.50B1.436005601382.923300178690.78-0.158@2000.50C1.436005601425.043300166597.17-0.238@2000.50D1.43600560910.563300172765.52-0.038@2000.50二A1.437006601424.063300231583.44-0.118@2000.50B1.437006602275.073300332686.030.168@2000.50C1.437006602329.673300328113.790.128@2000.50D1.437006601439.683300256077.610.018@2000.50一A1.437006601979.243300266911.52-0.098@2000.50B1.437006602994.253300328720.31-0.068@2000.50C1.437006603008.993300332116.34-0.058@2000.50D1.437006601982.613300282052.48-0.018@2000.50 加密取箍筋最大间距取min(8d，100)，二级框架柱的箍筋直径不小于10时，最大间距可采用100mm，故取10@100.箍筋的加密长度上层max（h，Ho/6，500），分别取500mm，底层的加密长度max,取=1150mm.柱箍筋加密区范围内，箍筋体积配筋率应符合下式要求：其中：--柱箍筋加密区范围以内的核心截面计算的体积配筋率（计算复合箍筋中的箍筋体积配筋率时，应扣除重叠部分的箍筋体积）；--最小配箍特征值，查《抗震设计规范》，对二级抗震等级的框架柱，其箍筋加密区最小箍筋的最小体积配筋率不应小于0.6%。当混凝土强度低于C35时，应按C35计算，当超过360N/mm2时应取360N/mm2计算。对于上面两层查表得，，；满足对于下面两层柱查表得，，；满足14节点设计14.1节点核心区组合的剪力值计算＝（1－）＝（顶层）式中—节点核心区组合的剪力值；—柱的计算高度，取节点上、下柱反弯点间的距离； —节点两侧梁高平均值；—梁截面有效高度，当高度不等时可采用平均值。层号节点hbhb0hcΣM(kN·M)Vj4A700560231.97505.43B700560286.48624.263A7005603.24365.64602.17B7005603.53555.21937.2714.2截面验算在节点设计中，首先要验算节点截面的限制条件，以防截点截面太小，核心区混凝土承受过大斜压应力致使节点混凝土先被压碎而破坏。《规范》规定，钢筋混凝土结构的梁柱抗震墙和连梁，其截面设计值应符合下列要求：≤=（0.30）式中—正交梁的约束影响系数；—节点核心区的截面高度；—0.85；—节点核心区的截面有效验算宽度，而且验算方向的梁的截面宽度不小于该柱截面宽度的1/2时，取＝。=（0.30）=（0.30）=（0.3×1.5×14.3×600×600）/0.85=2316.6kN满足要求。 14.3节点核心区抗震承载力验算节点核心区受剪承载力，应采用下式验算：≤=（1.1＋0.05＋）—对应组合剪力设计值的柱组合轴向压力较小值；—箍筋的抗拉强度设计值；—混凝土轴心抗拉强度设计值；—核心区有效验算宽度范围内同一截面验算方向箍筋总截面面积。节点核心区抗震承载力验算层号节点bjbchjhboηjftfyvN节点配筋Asvjrrevju0.5fcbchc验算4A6006006006601.51.4330010@1003140.851595.582574满足B6006006006601.51.4330010@1003140.851595.582574满足3A6006006006601.51.43300826.8110@1003140.851595.652574满足B6006006006601.51.433001382.9210@1003140.851595.702574满足 15楼板设计设计资料：楼面活荷载一层顶,二、三层，屋面活荷载，楼板自重加上面层和板底抹灰，屋面板自重加上面层和板底抹灰，板厚取100mm，采用混凝土，钢筋采用HRB335,混凝土泊松比多跨连续双向板的计算多采用以单元格板计算为基础的使用计算方法。此法假定支撑梁不生竖向位移且不受扭，为了求连续双向板跨中最大正弯矩，活荷载棋盘式分布，对这种荷载情况可以分解成满布荷载及间隔布置的情况。对前一种情况可近似认为各区格板都固定支撑在中间支撑上，对于后一荷载情况，可近似认为各区格板在中间支撑处都是简支的，沿楼盖周边则根据实际支撑确定。支座负弯矩可近似按满布活荷载时求的这时各区格板都固定在中间支座上，楼盖周边按实际支撑确定，然后取绝对值较大的值作为该支座的最大负弯矩。15.1一层板配筋计算，，15.1．1计算跨度（轴线间距）15.1．2弯矩计算跨中最大弯矩为当内支座固定时在作用下的跨中弯矩值，与内支座铰支时在作用下的跨中弯矩值之和。计算时混凝土的泊松比取0.2,支座最大负弯矩为当内支座固定时作用下的支座弯矩。一层板的弯矩计算见下表 区格AB项目3.93.97.57.50.520.52 15.1．2配筋计算一层板跨中配筋计算截面位置M5.211.926.201.910.060.030.070.020.060.030.070.02223.6492.72267.7380.56实配钢筋·10@200·10@200·10@200·10@200一层板柱边配筋计算截面位置X方向Y方向ABABM15.6016.1510.6016.150.170.180.120.180.190.200.120.20717.50745.86470.72745.86实配钢筋·10@200·10@200·10@200·10@200 15.2二三层板配筋计算，，15.2．1计算跨度（轴线间距）15.2．2弯矩计算跨中最大弯矩为当内支座固定时在作用下的跨中弯矩值，与内支座铰支时在作用下的跨中弯矩值之和。计算时混凝土的泊松比取0.2,支座最大负弯矩为当内支座固定时作用下的支座弯矩。 区格AB项目3.93.95.15.10.760.76 15.2．3配筋计算二三层跨中截面配筋截面位置M3.822.214.022.190.040.030.040.030.040.030.040.03162.63106.95171.3592.53实配钢筋·10@200·10@200·10@200·10@200二三截面柱边配筋截面位置X方向Y方向ABABM10.5311.738.6111.730.120.130.090.130.120.140.100.14467.39524.87377.43524.87实配钢筋·10@200·10@200·10@200·10@200 15.3屋面板配筋计算，，15.2．1计算跨度（轴线间距）15.3．2弯矩计算跨中最大弯矩为当内支座固定时在作用下的跨中弯矩值，与内支座铰支时在作用下的跨中弯矩值之和。计算时混凝土的泊松比取0.2,支座最大负弯矩为当内支座固定时作用下的支座弯矩。 区格AB项目3.93.95.15.10.760.76 15.3．3配筋计算跨中弯矩配筋截面位置M2.461.442.611.430.030.020.030.020.030.020.030.02103.9269.29110.3568.80实配钢筋圆8间距125402圆8间距125402圆8间距125402圆8间距125402支座截面配筋截面位置X方向Y方向ABABM7.398.236.048.230.080.090.070.090.080.090.070.09321.47359.90260.57359.90实配钢筋·10@200·10@200·10@200·10@200 16楼梯设计该楼梯水平投影面积为4.2，超过3m，采用梁式楼梯。16.1梯段梁板设计设计参数：层高3.9m，踏步尺寸为150mm300mm，采用混凝土C30，板采用HRB335钢筋，梁纵筋采用HRB335钢筋。楼梯均布活荷载标准值为=3.5KN/，梁截面初估为200×400⑴荷载统计荷载统计表荷载种类荷载标准值（KN/m）恒荷载水磨石面层（0.3+0.15）×0.65/0.3=0.98三角形踏步自重0.5×0.3×0.15×25/0.3=1.88混凝土板0.05×25/0.874=1.39板底抹灰0.02×17/0.874=0.38梁自重0.2×0.4×25=2小计6.63活荷载2.5恒荷载分项系数为1.2。活荷载分项系数为1.4。总荷载设计值p=1.2×6.63+1.4×2.5=11.46/m。⑵截面设计梁的水平计算跨度4.2m，弯矩设计值。两根梁，每根分10.11KN.m梁的有效高度16.2平台板设计设平台板后70mm,取1m宽板带计算。⑴荷载计算平台板的荷载计算列于下表 荷载统计荷载种类荷载标准值（KN/m）恒载水磨石面层0.6570mm厚混凝土板0.07×25=1.75板底抹灰0.02×20=0.4小计2.8活载2.5总荷载设计值p=1.2×2.8+1.4×2.5=6.86KN/m⑵截面设计平台板的计算跨度l=1.4-0.2/2+0.12/2=1.36m弯矩设计值板的有效高度16.3平台梁设计⑴荷载计算荷载统计荷载种类荷载标准值（KN/m）恒荷载梁自重0.2×（0.35-0.17）×25=1.4梁侧抹灰0.02×（0.35-0.07）×2×17=0.19平台板传来2.8×1.4/2=1.96楼梯板传来6.63×4.2/2=13.92小计17.47活荷载2.5×0.5×（4.2+1.4）=7.0 总荷载设计值p=1.2×17.47+1.4×7=30.76Kn/m弯矩设计值剪力设计值截面按倒L型梁计算，梁的有效高度经判别属于第一类T形梁计算得配置箍筋6@200则斜截面受剪承载力满足要求 17基础设计设计基础的荷载包括：①框架柱传来的弯矩、轴力、和剪力（可取设计底层柱的相应控制内力）②基础自重，回填土的重量③底层地基梁传来的轴力和弯矩。采用柱下独立基础。其埋深不宜小于0.5m；基础顶面一般应该至少低于设计地面0.1m。混凝土等级不低于C20，选混凝土强度等级C30（＝14.3N/mm，＝1.43N/mm），钢筋为Ⅱ级HRB335（＝＝300N/mm）。17.1荷载计算基础承载力计算时，应采用荷载标准组合，恒+活+0.6风或恒+0.7活+风或恒+活，取三者中的较大值。以轴线⑤为计算单元进行基础设计，上部结构传来柱底荷载标准值为表ABCDM-65.41-42.16-42.1665.41N-1499.36-2381.48-2413.68-1472.30V23.2810.6413.08-20.79底层墙、基础连系梁传来荷载标准值（连系梁顶面标高统计出顶面）墙重：±0.00以上：3.6×0.2×4.5=3.24KN/m（采用轻质填充砌块，=3.6KN/±0.00以下：25×0.24×0.15=0.9KN/m(采用的钢筋混凝土，=25KN/连梁重：（400×200）25×0.4×0.24=2.4KN/mM总=3.24+0.9+2.4=6.54KN/m柱A基础底面：=1499.36+6.54×7.5=1548.41KN=-65.41-6.54×7.5×0.15-23.28×0.8=-91.39KN.m柱B基础底面=2381.48+2.4×7.5=2399.48KN=--42.16-10.64×0.8=-50.67KN.m柱C基础底面=2413.68+2.4×7.5=2431.68KN=-42.13-13.08×0.8=-52.59KN.m柱D基础底面=1472.30+6.54×7.5=1521.35KN=65.41+20.79×0.8+6.54×7.5×0.15=89.40KN.m17.2确定基础底面积杂填土＝16kN/m，粉质粘土＝18kN/m 基础高度和埋置深度的确定：选定基础高度：h=2×0.4=0.8m基础埋深：d=0.8+0.1=0.9m平均埋深根据工程地质条件，查表得17.2.1A基础地基承载力特征值的深度修正：由于基地尺寸未知，持力层图的承载力特征值先考虑深度修正，持力层为粉质粘土考虑偏心影响，将基础底面积扩大20%，，取基础长短边之比为，则，，因为b=2.3m<3m,故无需修正。按持力层强度验算基底尺寸：基底形心处竖向力：基底形心处弯矩：偏心距：所以满足要求由于不存在软卧层，不用进行软卧层强度验算17.2.2B基础，取基础长短边之比为，则，，因为b=2.7m<3m,故无需修正。按持力层强度验算基底尺寸：基底形心处竖向力：基底形心处弯矩：偏心距：17.2.3C基础 大10%，，取基础长短边之比为，则，，因为b=2.7m<3m,故无需修正。按持力层强度验算基底尺寸：基底形心处竖向力：基底形心处弯矩：偏心距：17.2.4D基础考虑偏心影响，将基础底面积扩大20%，，取基础长短边之比为，则，，因为b=2.3m<3m,故无需修正。按持力层强度验算基底尺寸：基底形心处竖向力：基底形心处弯矩：偏心距：17.3基础结构设计 17.3．1荷载设计值基础结构设计时，需按荷载效应基本组合的设计值进行计算。ABCDM（KN.m）-70.5935.4135.4170.59N(KN)-1834.75-2943.00-2987.39-1802.23V(KN)27.3316.7013.3424.22A柱：F=1834.75+6.54×7.5×1.2=1893.61KNM=-70.59-6.54×7.5×0.15×1.2-27.33×0.8=101.28KN.mB柱：F=2943.00+2.4×7.5×1.2=2964.60KNM=35.41+2.4×7.5×0.15×1.2+16.70×0.8=52.01KN.mC柱：F=2987.39+2.4×7.5×1.2=3008.99KNM=35.41+2.4×7.5×0.15×1.2+13.34×0.8=49.32KN.mD柱：F=1802.23+6.54×7.5×1.2=1861.09KNM=70.59+6.54×7.5×1.2×0.15+24.22×0.8=98.80KN.m17.3．2A基础⑴基底净反力⑵冲切验算柱边；变截处： 基础高度满足要求⑶配筋计算基础长边方向的弯矩设计值，取I-I截面取III-III截面取大值进行配筋2414As=3690mm2计算基础短方向的弯矩取II-II截面前面已算得取IV-IV截面 构造配筋2710As=2121mm217.3．3B基础⑴基底净反力⑵冲切验算柱边变截处：⑴基础高度满足要求⑶配筋计算基础长边方向的弯矩设计值，取I-I截面 取III-III截面配2916As=5829mm2计算基础短方向的弯矩取II-II截面前面已算得取IV-IV截面3010As=2355mm217.3．4C基础⑴基底净反力 ⑵冲切验算柱边变截面处基础高度满足要求⑶配筋计算基础长边方向的弯矩设计值，取I-I截面取III-III截面 配2916As=5829mm2计算基础短方向的弯矩取II-II截面前面已算得取IV-IV截面配3010As=2355mm217.3．5D基础⑴基底净反力⑵冲切验算柱边 变截处：基础高度满足要求⑶配筋计算基础长边方向的弯矩设计值，取I-I截面取III-III截面配2414As=3690mm2计算基础短方向的弯矩取II-II截面前面已算得 取IV-IV截面构造配筋2710As=2121mm2 '