某建筑结构施工设计 大学论文.doc

'南京林业大学本科毕业设计（论文）题目：学院：土木工程学院专业：土木工程(建筑工程方向)学号：学生姓名：指导老师：职称： [摘要]：本设计题是结构设计。要求在给定建筑图的条件下，根据国家现行建筑、结构规范，进行计算设计，并绘制结构施工图。本设计题大体包括四部分：一、确定工程的结构方案，进行结构平面图布置。二、取出其中楼板、连梁、楼梯等部分，运用结构力学、钢筋混凝土结构原理等专业知识，进行结构内力手算及配筋设计。三、运用PKPM结构设计软件，对结构进行电算设计，导出结构计算简图与配筋图。四、运用AutoCAD完善结构平面图及配筋图。通过设计本工程，使我再次复习了各专业课程，专业知识得到了很好的融会贯通，并加强了与实践的结合。[关键字]：结构设计框架结构PKPM[Abstract]ThisconstructiondesignisthebuildingofXintianshicompanyforTravelingclothingdesignandproductioninNanjing.Accordingtoitsarchitecturaldesigningandthereportofgeologysurveying,Calculateanddesignthestructureonthebasisofthenationalcurrentarchitecturalandstructurerule.Thewholedesignincludesfoursegments:Firstly,decidethestructuralplanofproject,anddesignit.Secondly,Applyconstructionmechanics,reinforcedconcreteconstructionprincipleetc.calculatethebuildingloadanddesignonepartofthebuildinginhand.Thirdly,UsePKPMconstructiondesignsoftware,designthewholebuilding.Lastly,UseAutoCADtogetthecompletedconstructiondrawing.Thedesignmakesuseofmanyprofessionsknowledge;it’sthesummaryoftheprofessionalstudy.[Keywords]StructuredesignFramestructurePKPM目录前言11工程概况21.1建筑概况2 1.2工程地质概况21.2.1场地稳定性21.2.2场地及地基的抗震性21.3抗震与抗风设计21.4设计依据22结构建模42.1概述42.2应用PMCAD进行结构建模42.2.1结构选型42.2.2初设截面尺寸确定42.2.3材料的选择52.2.4荷载的确定52.2.5结构建模62.3电算输出结果62.3.1结构设计信息62.3.2周期、振型、地震力输出文件142.3.3结构位移输出文件233一榀框架计算473.1选取一榀框架473.2荷载计算473.2.1活载查表473.2.2恒载标准值计算473.3框架计算简图493.3.1框架线刚度计算493.4竖向荷载计算493.4.1顶层梁柱493.4.2标准层梁柱503.5屋面雪荷载标准值523.6风荷载标准值计算523.7重力荷载标准值计算533.7.1重力荷载标准值533.7.2各层自重标准值计算533.7.3重力荷载代表值计算533.7.4等效总重力荷载代表值计算533.8横向框架侧移刚度计算543.8.1框架柱侧移刚度计算543.8.2框架柱侧移刚度D值543.8.3横向自振周期计算553.9水平地震作用计算及内力、位移分析553.9.1水平地震作用及楼层地震剪力计算553.9.2水平地震作用下的位移验算563.9.3水平地震作用下的框架内力计算563.10风荷载作用下的位移验算及内力计算583.10.1风荷载作用下的位移验算583.10.2风荷载作用下的层间内力计算583.11竖向荷载作用下框架结构的内力计算59 3.11.1荷载计算593.11.2恒荷载作用下框架梁的结构的内力计算603.11.3活荷载作用下框架梁的结构的内力计算633.12框架内力组合653.12.1实际荷载作用内力653.12.2框架梁的内力组合663.12.3框架柱的内力组合684楼板计算714.1荷载计算714.2双向板弯矩计算714.3双向板配筋计算715板式楼梯计算725.1楼梯板TB-1计算725.1.1TB-1示意图725.1.2基本资料725.1.3计算过程735.2楼梯板TB-2计算745.2.1示意图745.2.2基本资料745.2.3计算过程755.3平台板PB-2计算765.4平台梁TL-1计算776阶梯柱基计算796.1基础设计概述796.2.1柱基平面示意图796.2.2基本参数796.2.3计算过程806.2.4计算结果847总结85致谢86参考文献87 前言本设计题涉及到结构力学、钢筋混凝土结构、基础工程、PKPM结构设计等课程。需将大学中主要的专业课程融会贯通，运用到实际工程设计中。在做内力计算过程中，运用了竖直荷载作用下的弯矩分配法以及水平荷载作用下的D值法等原理；在做配筋计算过程中，参照了大量的设计规范。最后，运用PKPM结构设计软件进行电算设计，并与手算结果进行比较。电算结果与手算结果基本近似。但电算显然比手算便捷许多。不过作为一个建筑工程专业的学生，掌握手算过程是必须的基本功。经过长时间的选题设计，老师的指导与帮助下，通过与同学的讨论与学习，本设计题终于完成。但还有许多不足之处，恳请老师批评指正。88 1工程概况1.1建筑概况本工程为结构设计，主体四层，无地下室，主体结构总高度约为18.0m，建筑面积12040.24平方米。建筑结构类型为框架结构，主要材料为钢筋混凝土，框架结构抗震等级三级。抗震设防烈度七度，设计地震分组第1组，特征周期值0.35s。设计基本地震加速度0.1g，基本风压0.4kN/，基本雪压0.5kN/，地面粗糙度B类。建筑场地类别二类，工程场地土无液化。设计使用年限为50年。1.2工程地质概况1.2.1场地稳定性根据收集区域地质构造资料，结合详勘结果，拟建场地范围内未发现有影响场地稳定性的活动地质构造通过，属于稳定性场地。1.2.2场地及地基的抗震性（1）拟建场地工程地质评价：场地浅部①层素填土近期堆积，非均质，低强度，层厚0.1-0.6m；②层卵石层，层厚0.6-1.1m。下伏基岩属风化带中的硬夹层，较为坚硬完整。（2）拟建场地地震抗震设防烈度为7度，设计地震基本加速度值为0.10g，设计分组第一组，场地特征周期为0.35s。（3）拟建场地属对建筑物抗震有利地段。整套建筑施工图见附图。1.3抗震与抗风设计拟建工程的抗震设防烈度为7度，地震分组第一组，设计基本地震加速度0.1g，场地类别为二类，该地区基本风压值为0.4KN/m2，地面粗糙度为B类。本工程考虑抗震和抗风设计，根据不同的抗震等级考虑地震的水平作用和竖向作用。1.4设计依据（1）经批准的建筑方案。（2）地方政府相关立项批文。（3）地质工程勘测院关于本工程的地质勘察资料。（4）经有关部门同意的规划总说明。（6）现行国家设计规范及法规条文：88 GB50068—2001《建筑结构可靠度设计统一标准》GB50009—2001《建筑结构荷载规范》GB50011—2001《建筑抗震设计规范》GB50010—2002《混凝土结构设计规范》JGJ3—2002《高层建筑混凝土结构技术规程》GB50007—2002《建筑地基基础设计规范》88 2结构建模2.1概述应用结构分析软件PKPM建立三维有限元模型进行结构分析。将结构平面布置方案中初步确定的构件尺寸通过PM交互式数据输入，包括轴线输入、网格生成、构件定义、楼层定义、荷载定义、楼层组装，然后生成工程整体三维轴测图即三维有限元计算模型。分析结构模型的组成，计算结构各部分构件承受的荷载情况，包括板自重，填充墙体的重量，活荷载，并考虑其分布特点。输入楼板荷载，框架梁荷载，次梁荷载，梁间荷载。2.2应用PMCAD进行结构建模2.2.1结构选型根据建筑功能要求，为使建筑平面布置灵活，获得较大的使用空间，本结构设计采用钢筋砼框架体系。2.2.2初设截面尺寸确定本建筑结构属丙类建筑,抗震等级为三级。屋盖,楼面均采用现浇钢筋砼,楼面厚度取120mm,各层梁、柱、板砼强度等级为C25,纵向受力钢筋采用HRB400级钢筋,其他钢筋等级取为HPB235级.根据建筑平面布置确定结构平面布置可知,边柱承载范围为8.0m×4.0m,中柱承载范围为8.0m×8.0m。外墙及地上墙厚取240mm。各梁柱截面尺寸确定如下:框架梁h=L/12~L/10=8000/12~8000/12=700mmb=h/2=400mm次梁h=L/12~L/8=4000/12~4000/8=500mmb=h/2=300mm柱根据柱的轴压比应小于轴压比限值（0.9）的要求：N/fcAc≤fc=14.3N/mm2楼面荷载可近似取为14kN/m2故由AC≥1.2×14kN/m2×8.0m×8.0m×4/（0.9×14.3×103kN/m2）=344333mm2上式中1.2为荷载分项系数，4代表底层柱受其以上四层的荷载。取柱截面为正方形，则边长为587mm，结合实际情况，取为650m×650m，纵向受拉钢筋抗震锚固长度lCE=41d,梁内钢筋至边柱内长度：88 板的跨度为4.0m，板厚max(h≥80mm,h≥1/35=1/35×4000=120mm)，故楼板厚度取120mm。2.2.3材料的选择（1）板的混凝土强度等级为C25，保护层厚度为15mm。（2）梁的混凝土强度等级为C30，保护层厚度为30mm。（3）墙的混凝土强度等级为C30，保护层厚度为20mm。（4）柱的混凝土强度等级为C30，保护层厚度为30mm。（5）梁、柱的受力钢筋为HRB335，强度为300N/㎡。2.2.4荷载的确定(1)楼、屋面荷载的确定本工程荷载取值，由荷载规范可查得：上人屋面活载取2.0kN/m2；不上人屋面活载取为0.5kN/m2；车间活载取4.0kN/m2；电梯取7.0kN/m2办公室、会议室、教室取2.0kN/m2；厕所、阳台取2.5kN/m2(2)梁间荷载的确定材料容重：墙采用混凝土空心砖：3.7kN/m2荷载计算：l空心砖砌块自重（1层）3.7kN/m2×（4.5－0.7）m＝14.6kN/m（2～4层）3.7kN/m2×（4.0－0.7）m＝12.21kN/m(女儿墙)3.7kN/m2×0.9m＝3.33kN/m3.7kN/m2×0.4m＝1.44kN/ml外墙自重:外墙抹灰：0.5KN/m2（1层）0.5kN/m2×4.5m+14.6kN/m＝16.85kN/m（2～4层）0.5kN/m2×4.0m+12.21kN/m＝14.21kN/m(女儿墙)0.5kN/m2×1.8m+3.33kN/m＝4.23kN/m0.5kN/m2×0.4m+1.44kN/m＝1.64kN88 2.2.5结构建模（1）结构建模忽略的因素①忽略非结构构件的影响（如填充墙、质量很小的悬挑结构、楼面次梁等）；②忽略构件偏心的影响；③忽略楼梯板的影响；④质量很小的装饰构架。（2）结构平面布置平面布置方案：分析建筑的平面布置特点，根据建筑设计给出的框架梁布置方案，分析其可行性，初步确定。2.3电算输出结果2.3.1结构设计信息///////////////////////////////////////////////////////////////////////////|公司名称:||建筑结构的总信息||SATWE中文版||文件名:WMASS.OUT|||工程名称:设计人:||工程代号:校核人:日期:2009/5/20|///////////////////////////////////////////////////////////////////////////总信息..............................................结构材料信息:钢砼结构混凝土容重(kN/m3):Gc=25.00钢材容重(kN/m3):Gs=78.00水平力的夹角(Rad):ARF=0.00地下室层数:MBASE=0竖向荷载计算信息:按模拟施工加荷计算方式风荷载计算信息:计算X,Y两个方向的风荷载地震力计算信息:计算X,Y两个方向的地震力特殊荷载计算信息:不计算88 结构类别:框架结构裙房层数:MANNEX=0转换层所在层号：MCHANGE=0墙元细分最大控制长度(m)DMAX=2.00墙元侧向节点信息:内部节点是否对全楼强制采用刚性楼板假定否采用的楼层刚度算法层间剪力比层间位移算法风荷载信息..........................................修正后的基本风压(kN/m2):WO=0.40地面粗糙程度:B类结构基本周期（秒）:T1=0.00体形变化分段数:MPART=1各段最高层号:NSTi=4各段体形系数:USi=1.30地震信息............................................振型组合方法(CQC耦联;SRSS非耦联)CQC计算振型数:NMODE=12地震烈度:NAF=7.00场地类别:KD=2设计地震分组:一组特征周期TG=0.35多遇地震影响系数最大值Rmax1=0.08罕遇地震影响系数最大值Rmax2=0.50框架的抗震等级:NF=3剪力墙的抗震等级:NW=3活荷质量折减系数:RMC=0.50周期折减系数:TC=0.75结构的阻尼比(%):DAMP=5.00是否考虑偶然偏心:否是否考虑双向地震扭转效应:否斜交抗侧力构件方向的附加地震数=088 活荷载信息..........................................考虑活荷不利布置的层数从第1到4层柱、墙活荷载是否折减不折算传到基础的活荷载是否折减折算------------柱，墙，基础活荷载折减系数-------------计算截面以上的层数---------------折减系数11.002---30.854---50.706---80.659---200.60>200.55调整信息........................................中梁刚度增大系数：BK=1.00梁端弯矩调幅系数：BT=0.85梁设计弯矩增大系数：BM=1.00连梁刚度折减系数：BLZ=0.70梁扭矩折减系数：TB=0.40全楼地震力放大系数：RSF=1.000.2Qo调整起始层号：KQ1=00.2Qo调整终止层号：KQ2=0顶塔楼内力放大起算层号：NTL=0顶塔楼内力放大：RTL=1.00九度结构及一级框架梁柱超配筋系数CPCOEF91=1.15是否按抗震规范5.2.5调整楼层地震力IAUTO525=1是否调整与框支柱相连的梁内力IREGU_KZZB=0剪力墙加强区起算层号LEV_JLQJQ=1强制指定的薄弱层个数NWEAK=0配筋信息........................................梁主筋强度(N/mm2):IB=300柱主筋强度(N/mm2):IC=300墙主筋强度(N/mm2):IW=21088 梁箍筋强度(N/mm2):JB=210柱箍筋强度(N/mm2):JC=210墙分布筋强度(N/mm2):JWH=210梁箍筋最大间距(mm):SB=100.00柱箍筋最大间距(mm):SC=100.00墙水平分布筋最大间距(mm):SWH=200.00墙竖向筋分布最小配筋率(%):RWV=0.30设计信息........................................结构重要性系数:RWO=1.00柱计算长度计算原则:有侧移梁柱重叠部分简化:不作为刚域是否考虑P-Delt效应：否柱配筋计算原则:按单偏压计算钢构件截面净毛面积比:RN=0.85梁保护层厚度(mm):BCB=30.00柱保护层厚度(mm):ACA=30.00是否按砼规范(7.3.11-3)计算砼柱计算长度系数:否荷载组合信息........................................恒载分项系数:CDEAD=1.20活载分项系数:CLIVE=1.40风荷载分项系数:CWIND=1.40水平地震力分项系数:CEA_H=1.30竖向地震力分项系数:CEA_V=0.50特殊荷载分项系数:CSPY=0.00活荷载的组合系数:CD_L=0.70风荷载的组合系数:CD_W=0.60活荷载的重力荷载代表值系数:CEA_L=0.50剪力墙底部加强区信息.................................剪力墙底部加强区层数IWF=2剪力墙底部加强区高度(m)Z_STRENGTHEN=8.5088 **********************************************************各层的质量、质心坐标信息**********************************************************层号塔号质心X质心Y质心Z恒载质量活载质量(m)(m)(t)(t)4125.06713.15316.5003357.9350.43124.57813.17812.5002710.9419.12124.57813.1788.5002710.9419.11124.61513.1624.5002816.6419.1活载产生的总质量(t):1607.792恒载产生的总质量(t):11596.467结构的总质量(t):13204.259恒载产生的总质量包括结构自重和外加恒载结构的总质量包括恒载产生的质量和活载产生的质量活载产生的总质量和结构的总质量是活载折减后的结果(1t=1000kg)**********************************************************各层构件数量、构件材料和层高**********************************************************层号塔号梁数柱数墙数层高累计高度(混凝土)(混凝土)(混凝土)(m)(m)11319(30)62(30)67(30)4.5004.50021319(30)62(30)67(30)4.0008.50031319(30)62(30)67(30)4.00012.50041319(30)62(30)67(30)4.00016.500**********************************************************风荷载信息**********************************************************层号塔号风荷载X剪力X倾覆弯矩X风荷载Y剪力Y倾覆弯矩Y4197.6697.7390.6183.11183.1732.488 3189.36187.01138.7167.55350.72135.12183.20270.22219.6156.00506.74161.71193.60363.83856.8175.50682.27231.4=====================================================================计算信息=====================================================================ProjectFileName:新天时2计算日期:2009.5.20开始时间:16:0:14可用内存:976.00MB第一步:计算每层刚度中心、自由度等信息开始时间:16:0:14第二步:组装刚度矩阵并分解开始时间:16:0:20FALE自由度优化排序BeginningTime:16:0:23.38EndTime:16:0:24.58TotalTime(s):1.20FALE总刚阵组装BeginningTime:16:0:24.60EndTime:16:0:26.24TotalTime(s):1.64VSS总刚阵LDLT分解BeginningTime:16:0:26.25EndTime:16:0:26.33TotalTime(s):0.08VSS模态分析BeginningTime:16:0:26.36EndTime:16:0:26.41TotalTime(s):0.05形成地震荷载向量形成风荷载向量88 形成垂直荷载向量VSSLDLT回代求解BeginningTime:16:0:28.91EndTime:16:0:28.95TotalTime(s):0.04第五步:计算杆件内力开始时间:16:0:29活载随机加载计算计算杆件内力结束日期:2009.5.20时间:16:0:46总用时:0:0:32=====================================================================各层刚心、偏心率、相邻层侧移刚度比等计算信息FloorNo:层号TowerNo:塔号Xstif，Ystif:刚心的X，Y坐标值Alf:层刚性主轴的方向Xmass，Ymass:质心的X，Y坐标值Gmass:总质量Eex，Eey:X，Y方向的偏心率Ratx，Raty:X，Y方向本层塔侧移刚度与下一层相应塔侧移刚度的比值Ratx1，Raty1:X，Y方向本层塔侧移刚度与上一层相应塔侧移刚度70%的比值或上三层平均侧移刚度80%的比值中之较小者RJX，RJY，RJZ:结构总体坐标系中塔的侧移刚度和扭转刚度=====================================================================FloorNo.1TowerNo.1Xstif=31.6637(m)Ystif=10.1607(m)Alf=0.0000(Degree)Xmass=24.6153(m)Ymass=13.1621(m)Gmass=3654.9099(t)Eex=0.2460Eey=0.093488 Ratx=1.0000Raty=1.0000Ratx1=1.4785Raty1=1.6613薄弱层地震剪力放大系数=1.00RJX=9.0479E+06(kN/m)RJY=5.8825E+06(kN/m)RJZ=0.0000E+00(kN/m)---------------------------------------------------------------------------FloorNo.2TowerNo.1Xstif=31.2681(m)Ystif=10.2516(m)Alf=0.0000(Degree)Xmass=24.5777(m)Ymass=13.1782(m)Gmass=3549.2070(t)Eex=0.2339Eey=0.0919Ratx=0.9158Raty=0.8455Ratx1=1.4451Raty1=1.5430薄弱层地震剪力放大系数=1.00RJX=8.2863E+06(kN/m)RJY=4.9738E+06(kN/m)RJZ=0.0000E+00(kN/m)---------------------------------------------------------------------------FloorNo.3TowerNo.1Xstif=31.2681(m)Ystif=10.2516(m)Alf=0.0000(Degree)Xmass=24.5777(m)Ymass=13.1782(m)Gmass=3549.2070(t)Eex=0.2339Eey=0.0919Ratx=0.9440Raty=0.9089Ratx1=1.4296Raty1=1.4935薄弱层地震剪力放大系数=1.00RJX=7.8226E+06(kN/m)RJY=4.5208E+06(kN/m)RJZ=0.0000E+00(kN/m)---------------------------------------------------------------------------FloorNo.4TowerNo.1Xstif=31.2681(m)Ystif=10.2516(m)Alf=0.0000(Degree)Xmass=25.0672(m)Ymass=13.1525(m)Gmass=4058.7271(t)Eex=0.2167Eey=0.0910Ratx=0.8744Raty=0.8369Ratx1=1.2500Raty1=1.2500薄弱层地震剪力放大系数=1.00RJX=6.8398E+06(kN/m)RJY=3.7837E+06(kN/m)RJZ=0.0000E+00(kN/m)=====================================================================抗倾覆验算结果=====================================================================抗倾覆弯矩Mr倾覆弯矩Mov比值Mr/Mov零应力区(%)X风荷载4951597.54002.01237.270.00Y风荷载2640852.07503.8351.940.00X地震4951597.5101027.449.010.0088 Y地震2640852.099680.526.490.00=====================================================================结构整体稳定验算结果=====================================================================层号X向刚度Y向刚度层高上部重量X刚重比Y刚重比10.905E+070.588E+074.50132043.308.35200.4820.829E+070.497E+074.0099685.332.50199.5830.782E+070.452E+074.0068384.457.57264.4440.684E+070.378E+074.0037083.737.78408.13该结构刚重比Di*Hi/Gi大于10,能够通过高规(5.4.4)的整体稳定验算该结构刚重比Di*Hi/Gi大于20,可以不考虑重力二阶效应***********************************************************************楼层抗剪承载力、及承载力比值***********************************************************************Ratio_Bu:表示本层与上一层的承载力之比----------------------------------------------------------------------层号塔号X向承载力Y向承载力Ratio_Bu:X,Y----------------------------------------------------------------------410.1085E+080.5794E+071.001.00310.1086E+080.5798E+071.001.00210.1086E+080.5801E+071.001.00110.1086E+080.5803E+071.001.002.3.2周期、振型、地震力输出文件=====================================================================周期、地震力与振型输出文件(VSS求解器)=====================================================================考虑扭转耦联时的振动周期(秒)、X,Y方向的平动系数、扭转系数振型号周期转角平动系数(X+Y)扭转系数10.467788.770.99(0.00+0.99)0.0120.3645178.260.99(0.99+0.00)0.0130.296641.670.02(0.01+0.01)0.9840.149088.370.98(0.00+0.98)0.0288 50.1196177.230.98(0.98+0.00)0.0260.098645.520.05(0.02+0.02)0.9570.084486.530.95(0.00+0.94)0.0580.0701173.820.96(0.95+0.01)0.0490.061184.730.93(0.01+0.92)0.07100.058444.110.09(0.05+0.05)0.91110.0518171.310.95(0.93+0.02)0.05120.043443.320.12(0.06+0.05)0.88地震作用最大的方向=88.955(度)============================================================仅考虑X向地震作用时的地震力Floor:层号Tower:塔号F-x-x:X方向的耦联地震力在X方向的分量F-x-y:X方向的耦联地震力在Y方向的分量F-x-t:X方向的耦联地震力的扭矩振型1的地震力-------------------------------------------------------FloorTowerF-x-xF-x-yF-x-t(kN)(kN)(kN-m)411.6981.68-156.85311.2456.62-129.34210.9139.27-104.30110.5019.70-63.53振型2的地震力-------------------------------------------------------FloorTowerF-x-xF-x-yF-x-t(kN)(kN)(kN-m)413680.21-126.39-8835.75312600.54-74.34-6929.73211852.29-44.62-5402.8611970.15-17.16-3219.90振型3的地震力-------------------------------------------------------88 FloorTowerF-x-xF-x-yF-x-t(kN)(kN)(kN-m)4142.6145.319101.953126.3116.516641.342115.863.264828.88116.40-3.282650.05振型4的地震力-------------------------------------------------------FloorTowerF-x-xF-x-yF-x-t(kN)(kN)(kN-m)41-0.79-27.55131.84310.095.9421.10210.7727.94-71.09110.7625.11-82.25振型5的地震力-------------------------------------------------------FloorTowerF-x-xF-x-yF-x-t(kN)(kN)(kN-m)41-930.0748.213680.3831159.92-18.07-43.0021905.69-46.40-3082.4611850.46-33.22-3282.29振型6的地震力-------------------------------------------------------FloorTowerF-x-xF-x-yF-x-t(kN)(kN)(kN-m)41-21.22-23.56-3407.42317.2717.39430.332121.0819.813280.761116.463.763306.11振型7的地震力-------------------------------------------------------FloorTowerF-x-xF-x-yF-x-t(kN)(kN)(kN-m)88 410.9516.78-164.2731-1.55-26.57154.8921-0.33-5.5798.30111.9029.82-110.57振型8的地震力-------------------------------------------------------FloorTowerF-x-xF-x-yF-x-t(kN)(kN)(kN-m)41222.66-24.42-1313.3931-339.4540.121798.2921-86.914.10666.2211375.49-38.65-1912.56振型9的地震力-------------------------------------------------------FloorTowerF-x-xF-x-yF-x-t(kN)(kN)(kN-m)41-0.10-0.692.56310.241.95-9.0221-0.20-2.3817.65110.071.59-16.16振型10的地震力-------------------------------------------------------FloorTowerF-x-xF-x-yF-x-t(kN)(kN)(kN-m)4110.777.421254.8131-17.02-9.80-1896.3421-3.89-9.82-491.251119.1522.182041.35振型11的地震力-------------------------------------------------------FloorTowerF-x-xF-x-yF-x-t(kN)(kN)(kN-m)41-40.165.98259.0231114.17-17.39-690.6188 21-140.8921.55800.041194.62-14.59-505.94振型12的地震力-------------------------------------------------------FloorTowerF-x-xF-x-yF-x-t(kN)(kN)(kN-m)41-2.45-2.24-246.22317.156.69699.1321-8.85-8.36-853.74115.895.62560.85各振型作用下X方向的基底剪力-------------------------------------------------------振型号剪力(kN)14.3429103.18391.1840.845986.01623.5970.978171.7890.01109.011127.74121.74各层X方向的作用力(CQC)Floor:层号Tower:塔号Fx:X向地震作用下结构的地震反应力Vx:X向地震作用下结构的楼层剪力Mx:X向地震作用下结构的弯矩StaticFx:静力法X向的地震力------------------------------------------------------------------------------------------FloorTowerFxVx(分塔剪重比)(整层剪重比)MxStaticFx88 (kN)(kN)(kN-m)(kN)(注意:下面分塔输出的剪重比不适合于上连多塔结构)413804.83804.83(10.26%)(10.26%)15219.334568.46312633.926338.53(9.27%)(9.27%)40471.212921.27212077.058154.42(8.18%)(8.18%)72766.101986.46111368.539184.31(6.96%)(6.96%)113583.591087.17抗震规范(5.2.5)条要求的X向楼层最小剪重比=1.60%X方向的有效质量系数:99.50%============================================================仅考虑Y向地震时的地震力Floor:层号Tower:塔号F-y-x:Y方向的耦联地震力在X方向的分量F-y-y:Y方向的耦联地震力在Y方向的分量F-y-t:Y方向的耦联地震力的扭矩振型1的地震力-------------------------------------------------------FloorTowerF-y-xF-y-yF-y-t(kN)(kN)(kN-m)4176.893714.75-7132.983156.202574.83-5882.212141.281785.95-4743.121122.89895.75-2889.31振型2的地震力-------------------------------------------------------FloorTowerF-y-xF-y-yF-y-t(kN)(kN)(kN-m)41-106.133.64254.8031-74.992.14199.8421-53.421.29155.8111-27.980.4992.8588 振型3的地震力-------------------------------------------------------FloorTowerF-y-xF-y-yF-y-t(kN)(kN)(kN-m)4128.8830.716169.693117.8311.194501.792110.752.213273.22114.34-2.221796.32振型4的地震力-------------------------------------------------------FloorTowerF-y-xF-y-yF-y-t(kN)(kN)(kN-m)41-29.30-1028.134919.41313.52221.65787.232128.771042.55-2652.881128.45937.13-3069.02振型5的地震力-------------------------------------------------------FloorTowerF-y-xF-y-yF-y-t(kN)(kN)(kN-m)4146.66-2.42-184.6531-8.020.912.1621-45.442.33154.6511-42.671.67164.68振型6的地震力-------------------------------------------------------FloorTowerF-y-xF-y-yF-y-t(kN)(kN)(kN-m)41-15.64-17.37-2511.92315.3612.82317.242115.5414.602418.551112.142.772437.24振型7的地震力-------------------------------------------------------88 FloorTowerF-y-xF-y-yF-y-t(kN)(kN)(kN-m)4114.04249.10-2438.0831-22.97-394.322298.8921-4.87-82.741458.941128.27442.62-1641.08振型8的地震力-------------------------------------------------------FloorTowerF-y-xF-y-yF-y-t(kN)(kN)(kN-m)41-24.432.68144.123137.25-4.40-197.33219.54-0.45-73.1111-41.204.24209.87振型9的地震力-------------------------------------------------------FloorTowerF-y-xF-y-yF-y-t(kN)(kN)(kN-m)41-6.57-43.12160.943115.22122.45-565.7421-12.84-149.261107.78114.67100.02-1013.85振型10的地震力-------------------------------------------------------FloorTowerF-y-xF-y-yF-y-t(kN)(kN)(kN-m)4111.928.211388.7431-18.83-10.84-2098.7521-4.30-10.87-543.681121.1924.542259.24振型11的地震力-------------------------------------------------------FloorTowerF-y-xF-y-yF-y-t(kN)(kN)(kN-m)88 416.46-0.96-41.6431-18.362.80111.032122.65-3.46-128.6211-15.212.3581.34振型12的地震力-------------------------------------------------------FloorTowerF-y-xF-y-yF-y-t(kN)(kN)(kN-m)41-2.42-2.20-242.55317.056.59688.7021-8.72-8.24-841.01115.805.54552.49各振型作用下Y方向的基底剪力-------------------------------------------------------振型号剪力(kN)18971.2927.57341.8941173.1952.48612.827214.6682.07930.091011.04110.72121.69各层Y方向的作用力(CQC)Floor:层号Tower:塔号Fy:Y向地震作用下结构的地震反应力Vy:Y向地震作用下结构的楼层剪力My:Y向地震作用下结构的弯矩StaticFy:静力法Y向的地震力88 ------------------------------------------------------------------------------------------FloorTowerFyVy(分塔剪重比)(整层剪重比)MyStaticFy(kN)(kN)(kN-m)(kN)(注意:下面分塔输出的剪重比不适合于上连多塔结构)413857.103857.10(10.40%)(10.40%)15428.404568.46312615.586341.36(9.27%)(9.27%)40662.282921.27212080.018086.49(8.11%)(8.11%)72597.301986.46111393.209061.86(6.86%)(6.86%)112735.661087.17抗震规范(5.2.5)条要求的Y向楼层最小剪重比=1.60%Y方向的有效质量系数:99.50%==========各楼层地震剪力系数调整情况[抗震规范(5.2.5)验算]==========层号X向调整系数Y向调整系数11.0001.00021.0001.00031.0001.00041.0001.0002.3.3结构位移输出文件///////////////////////////////////////////////////////////////////////////|公司名称:|SATWE位移输出文件||文件名称:WDISP.OUT||工程名称:设计人:||工程代号:校核人:日期:2009/5/20|///////////////////////////////////////////////////////////////////////////所有位移的单位为毫米Floor:层号Tower:塔号Jmax:最大位移对应的节点号JmaxD:最大层间位移对应的节点号Max-(Z):节点的最大竖向位移88 h:层高Max-(X)，Max-(Y):X,Y方向的节点最大位移Ave-(X)，Ave-(Y):X,Y方向的层平均位移Max-Dx，Max-Dy:X,Y方向的最大层间位移Ave-Dx，Ave-Dy:X,Y方向的平均层间位移Ratio-(X),Ratio-(Y):最大位移与层平均位移的比值Ratio-Dx,Ratio-Dy:最大层间位移与平均层间位移的比值Max-Dx/h，Max-Dy/h:X,Y方向的最大层间位移角X-Disp，Y-Disp，Z-Disp:节点X,Y,Z方向的位移===工况1===X方向地震力作用下的楼层最大位移FloorTowerJmaxMax-(X)Ave-(X)Ratio-(X)hJmaxDMax-DxAve-DxRatio-DxMax-Dx/h4110023.573.351.074000.10020.570.561.031/6958.317293.012.801.074000.7290.850.811.051/4679.214562.162.001.084000.4561.050.991.071/3798.111831.111.021.094500.1831.111.021.091/4059.X方向最大值层间位移角:1/3798.===工况2===Y方向地震力作用下的楼层最大位移FloorTowerJmaxMax-(Y)Ave-(Y)Ratio-(Y)hJmaxDMax-DyAve-DyRatio-DyMax-Dy/h419816.175.561.114000.9811.051.021.031/3813.317085.144.551.134000.7081.521.401.081/2632.214353.643.161.154000.4351.831.631.121/2191.111621.821.541.184500.1621.821.541.181/2472.Y方向最大值层间位移角:1/2191.88 ===工况3===X方向风荷载作用下的楼层最大位移FloorTowerJmaxMax-(X)Ave-(X)Ratio-(X)hJmaxDMax-DxAve-DxRatio-DxMax-Dx/h4110020.110.111.024000.9900.020.021.011/9999.317290.100.101.034000.7290.020.021.011/9999.214560.070.071.044000.4560.030.031.031/9999.111830.040.041.054500.1830.040.041.051/9999.X方向最大值层间位移角:1/9999.===工况4===Y方向风荷载作用下的楼层最大位移FloorTowerJmaxMax-(Y)Ave-(Y)Ratio-(Y)hJmaxDMax-DyAve-DyRatio-DyMax-Dy/h419810.370.351.064000.11860.050.051.031/9999.317080.320.291.084000.7080.080.081.031/9999.214350.230.211.094000.4350.110.101.071/9999.111620.120.111.124500.1620.120.111.121/9999.Y方向最大值层间位移角:1/9999.===工况5===竖向恒载作用下的楼层最大位移FloorTowerJmaxMax-(Z)411163-6.8531890-5.1921617-5.2311344-5.00===工况6===竖向活载作用下的楼层最大位移FloorTowerJmaxMax-(Z)411163-2.1131890-2.4688 21617-2.4111344-2.35***********************************************************************OutputofCombinedForceofCOLUMN,WALLandBRACEon1stFloor**(AlltheForcesherearetheDesignValues)**WDCNL.OUT**----------------------------------------------------------------**Symbols:**Rlive---Reductionfactorofliveloads**N-C,N-WC,N-G---ElementnumberofCOLUMN,SHEARWALLandBRACE*LoadCase---CombinationnumbercontroledobjectiveCombined**NODENo---NodalNumberofCOLUMNandBRACE**Shear-X,Shear-Y---ShearforceinX,Ydirection(kN)**Axial---Axialforce(kN)**Moment-X,Moment-Y---MomentinX,Ydirection(kN-m)**Vxmax,Vymax---CombinationofmaximumshearinX,Ydirection(kN)**Nmin---Combinationofabsoluteminimumaxialforce(kN)**Nmax---Combinationofabsolutemaximumaxialforce(kN)**Mxmax---CombinationofmaximummomentinXdirection(kN-m)**Mymax---CombinationofmaximummomentinYdirection(kN-m)**D+L---Combinationof1.2*(deadload)+1.4*(liveload)**NE---Combinationmarkofseismicforce(1-Yes,0-No)**J1,J2---NodalnumberofWALL-COLUMNattheleftandrithtend**Shear,Axial,Moment---Shear,axialandmomentofeachWALL_COLUMN**Xod,Yod---CentercoordinatesofCombinationForce(Mx,My=0)**SumofAxial---sumofverticalforces(kN)***********************************************************************Total-Columns=62Total-Wall-Columns=30Total-Brace=0Rlive=0.70N-CNODECritical(LoadCase)NoShear-XShear-YAxialMoment-XMoment-YNECondition88 ------------------------------------------------------------------------------1(28)171-19.8-5.0-712.915.1-71.01Vxmax1(30)1712.2-37.7-519.3136.68.91Vymax1(34)1712.4-37.5-343.3136.39.11Nmin1(31)171-4.335.6-1592.7-132.8-11.71Nmax1(30)1712.2-37.7-519.3136.68.91Mxmax1(28)171-19.8-5.0-712.915.1-71.01Mymax1(1)171-1.1-1.1-1128.22.1-1.50D+L------------------------------------------------------------------------------2(28)196-25.327.5-1390.2-34.1-79.11Vxmax2(31)196-4.080.6-1532.9-195.5-11.41Vymax2(34)1963.7-22.9-1100.4112.411.11Nmin2(1)196-0.237.7-1667.9-54.3-0.20Nmax2(31)196-4.080.6-1532.9-195.5-11.41Mxmax2(28)196-25.327.5-1390.2-34.1-79.11Mymax2(1)196-0.237.5-1572.6-54.0-0.20D+L------------------------------------------------------------------------------3(28)218-25.327.9-1442.0-36.4-79.11Vxmax3(31)218-3.977.8-1512.2-188.6-11.11Vymax3(34)2183.8-21.8-1141.4108.011.21Nmin3(1)2180.036.6-1681.1-52.70.00Nmax3(31)218-3.977.8-1512.2-188.6-11.11Mxmax3(29)21825.333.2-1452.9-51.679.11Mymax3(1)2180.036.4-1585.9-52.40.00D+L------------------------------------------------------------------------------4(28)240-25.328.7-1445.2-39.2-79.01Vxmax4(31)240-3.875.5-1506.9-182.6-11.11Vymax4(34)2403.8-20.1-1145.1102.811.21Nmin4(1)2400.036.2-1680.0-52.10.10Nmax4(31)240-3.875.5-1506.9-182.6-11.11Mxmax4(29)24025.331.7-1447.9-47.879.21Mymax4(1)2400.035.9-1584.7-51.70.10D+L------------------------------------------------------------------------------5(28)262-25.329.2-1447.0-40.2-79.11Vxmax5(31)262-3.873.5-1504.0-177.0-11.11Vymax88 5(34)2623.8-18.2-1145.497.311.21Nmin5(1)2620.036.1-1678.3-52.00.10Nmax5(31)262-3.873.5-1504.0-177.0-11.11Mxmax5(29)26225.331.2-1443.2-46.679.21Mymax5(1)2620.035.9-1583.0-51.70.10D+L------------------------------------------------------------------------------6(29)28425.428.9-1430.5-38.579.31Vxmax6(31)284-3.772.2-1493.2-172.3-10.91Vymax6(34)2843.9-15.8-1137.891.211.31Nmin6(1)2840.136.8-1666.3-53.00.30Nmax6(31)284-3.772.2-1493.2-172.3-10.91Mxmax6(29)28425.428.9-1430.5-38.579.31Mymax6(1)2840.136.6-1571.1-52.60.30D+L------------------------------------------------------------------------------7(28)306-28.321.4-1289.0-35.5-83.51Vxmax7(31)306-6.857.7-1319.0-148.5-15.41Vymax7(34)3061.5-23.4-985.599.57.81Nmin7(1)306-3.522.3-1453.3-31.9-5.00Nmax7(31)306-6.857.7-1319.0-148.5-15.41Mxmax7(28)306-28.321.4-1289.0-35.5-83.51Mymax7(1)306-3.522.1-1359.8-31.6-5.00D+L------------------------------------------------------------------------------8(29)33228.412.2-1145.9-10.683.71Vxmax8(31)332-0.554.2-1261.5-140.6-6.31Vymax8(34)3326.4-23.7-877.597.114.91Nmin8(1)3323.919.8-1343.1-28.25.70Nmax8(31)332-0.554.2-1261.5-140.6-6.31Mxmax8(29)33228.412.2-1145.9-10.683.71Mymax8(1)3323.919.4-1246.7-27.75.70D+L------------------------------------------------------------------------------9(29)35419.7-5.2-668.116.671.11Vxmax9(30)3543.7-25.8-537.497.611.11Vymax9(34)3543.6-25.6-366.397.310.81Nmin9(31)354-1.723.7-1515.7-93.7-8.01Nmax9(30)3543.7-25.8-537.497.611.11Mxmax88 9(29)35419.7-5.2-668.116.671.11Mymax9(1)3541.1-1.1-1092.92.11.60D+L------------------------------------------------------------------------------10(29)17463.029.2-2049.0-51.1146.71Vxmax10(31)17417.199.6-2001.5-246.121.31Vymax10(35)17413.696.6-1644.8-241.816.21Nmin10(1)17425.321.8-2517.7-31.136.80Nmax10(31)17417.199.6-2001.5-246.121.31Mxmax10(29)17463.029.2-2049.0-51.1146.71Mymax10(1)17425.122.0-2429.2-31.536.60D+L------------------------------------------------------------------------------11(29)17665.26.4-2485.5-18.1152.01Vxmax11(30)17621.8-74.5-2520.8210.733.51Vymax11(33)17661.86.5-2064.6-18.4147.01Nmin11(1)17624.5-1.1-2983.32.135.80Nmax11(30)17621.8-74.5-2520.8210.733.51Mxmax11(29)17665.26.4-2485.5-18.1152.01Mymax11(1)17624.4-1.1-2899.02.135.60D+L------------------------------------------------------------------------------12(29)17866.68.2-2488.3-20.8156.11Vxmax12(31)17823.674.4-2522.6-209.538.51Vymax12(33)17863.28.1-2066.8-20.7151.21Nmin12(1)17824.00.8-2987.7-0.635.10Nmax12(31)17823.674.4-2522.6-209.538.51Mxmax12(29)17866.68.2-2488.3-20.8156.11Mymax12(1)17823.90.8-2903.2-0.734.80D+L------------------------------------------------------------------------------13(29)18063.2-25.1-1975.413.1153.31Vxmax13(30)1809.0-101.2-1935.0249.45.81Vymax13(34)1806.4-97.8-1590.9244.51.81Nmin13(1)18018.9-24.2-2422.635.727.70Nmax13(30)1809.0-101.2-1935.0249.45.81Mxmax13(29)18063.2-25.1-1975.413.1153.31Mymax13(1)18018.4-24.5-2326.436.226.80D+L------------------------------------------------------------------------------88 14(28)183-24.4-3.3-696.912.6-86.21Vxmax14(31)1833.937.7-497.1-135.814.51Vymax14(35)1834.137.5-327.7-135.714.81Nmin14(30)183-5.9-35.7-1536.3133.8-17.31Nmax14(31)1833.937.7-497.1-135.814.51Mxmax14(28)183-24.4-3.3-696.912.6-86.21Mymax14(1)183-1.11.0-1071.4-1.0-1.40D+L------------------------------------------------------------------------------15(28)198-45.0-14.4-2921.428.3-120.41Vxmax15(30)198-1.6-81.4-2931.5217.21.51Vymax15(35)198-6.365.4-2425.1-193.1-12.71Nmin15(1)198-5.2-10.6-3450.415.9-7.40Nmax15(30)198-1.6-81.4-2931.5217.21.51Mxmax15(28)198-45.0-14.4-2921.428.3-120.41Mymax15(1)198-5.3-10.7-3350.516.2-7.60D+L------------------------------------------------------------------------------16(28)200-62.2-5.6-2405.715.5-147.31Vxmax16(31)200-21.172.1-2406.0-202.7-32.21Vymax16(32)200-58.9-5.6-2004.715.4-142.51Nmin16(1)200-24.30.0-2822.00.5-35.20Nmax16(30)200-18.6-72.0-2406.2203.6-25.31Mxmax16(28)200-62.2-5.6-2405.715.5-147.31Mymax16(1)200-25.10.0-2708.10.5-36.30D+L------------------------------------------------------------------------------17(28)202-47.9-0.5-2845.18.1-128.81Vxmax17(31)202-0.777.1-2845.7-210.13.21Vymax17(32)202-47.3-1.4-2370.99.3-127.81Nmin17(1)202-4.86.3-3360.5-8.5-6.90Nmax17(31)202-0.777.1-2845.7-210.13.21Mxmax17(28)202-47.9-0.5-2845.18.1-128.81Mymax17(1)202-4.96.5-3263.3-8.9-7.00D+L------------------------------------------------------------------------------18(29)20449.9-2.9-2689.3-2.3134.11Vxmax18(30)204-1.3-81.8-2675.1217.8-9.31Vymax18(34)204-2.1-80.3-2227.4215.6-10.41Nmin88 18(1)2045.6-10.8-3162.616.28.30Nmax18(30)204-1.3-81.8-2675.1217.8-9.31Mxmax18(29)20449.9-2.9-2689.3-2.3134.11Mymax18(1)2046.2-11.2-3055.716.89.10D+L------------------------------------------------------------------------------19(29)20634.4-12.6-1329.613.2100.81Vxmax19(30)206-3.2-65.4-1334.9174.2-13.31Vymax19(35)2068.435.2-953.1-129.621.11Nmin19(1)2063.4-19.5-1437.728.85.10Nmax19(30)206-3.2-65.4-1334.9174.2-13.31Mxmax19(29)20634.4-12.6-1329.613.2100.81Mymax19(1)2063.4-19.1-1336.528.25.10D+L------------------------------------------------------------------------------20(29)22043.5-4.2-2878.61.9118.41Vxmax20(30)2205.7-77.8-2883.2208.612.01Vymax20(35)220-0.763.3-2393.7-186.5-4.51Nmin20(1)2203.4-9.7-3398.814.65.00Nmax20(30)2205.7-77.8-2883.2208.612.01Mxmax20(29)22043.5-4.2-2878.61.9118.41Mymax20(1)2203.5-9.8-3299.814.85.20D+L------------------------------------------------------------------------------21(29)22261.33.8-2384.7-9.6146.41Vxmax21(31)22217.769.3-2385.0-195.224.11Vymax21(34)22217.0-69.3-1987.0196.126.51Nmin21(1)22223.20.0-2796.60.533.80Nmax21(30)22220.1-69.3-2384.4196.231.11Mxmax21(29)22261.33.8-2384.7-9.6146.41Mymax21(1)22223.90.0-2683.20.534.90D+L------------------------------------------------------------------------------22(29)22446.88.2-2809.0-16.0127.41Vxmax22(31)2246.073.7-2808.7-201.612.91Vymax22(35)2245.573.0-2340.5-200.612.21Nmin22(1)2243.35.4-3316.9-7.35.00Nmax22(31)2246.073.7-2808.7-201.612.91Mxmax22(29)22446.88.2-2809.0-16.0127.41Mymax88 22(1)2243.45.6-3220.3-7.65.10D+L------------------------------------------------------------------------------23(28)226-46.5-1.0-2981.36.6-128.81Vxmax23(31)2265.372.7-2985.8-200.115.41Vymax23(34)226-6.5-67.6-2479.3193.6-16.81Nmin23(1)226-0.83.3-3524.1-4.2-1.00Nmax23(31)2265.372.7-2985.8-200.115.41Mxmax23(28)226-46.5-1.0-2981.36.6-128.81Mymax23(1)226-0.83.3-3428.3-4.2-1.00D+L------------------------------------------------------------------------------24(28)228-31.1-33.6-1428.352.9-95.81Vxmax24(30)228-6.0-78.1-1499.6189.9-17.41Vymax24(35)2285.821.5-1132.4-106.917.41Nmin24(1)228-0.1-37.0-1666.654.20.00Nmax24(30)228-6.0-78.1-1499.6189.9-17.41Mxmax24(29)22830.9-28.2-1443.037.795.81Mymax24(1)228-0.1-36.7-1570.653.80.00D+L------------------------------------------------------------------------------25(28)242-41.0-5.1-2965.210.5-114.51Vxmax25(30)2422.7-70.0-2970.4193.97.71Vymax25(35)242-3.164.7-2465.6-185.2-8.11Nmin25(1)242-0.3-3.5-3505.15.7-0.30Nmax25(30)2422.7-70.0-2970.4193.97.71Mxmax25(28)242-41.0-5.1-2965.210.5-114.51Mymax25(1)242-0.3-3.4-3409.35.6-0.30D+L------------------------------------------------------------------------------26(28)244-43.3-2.1-2900.96.2-120.01Vxmax26(31)244-2.266.5-2901.2-187.8-4.71Vymax26(34)2440.5-66.5-2417.2188.72.51Nmin26(1)244-1.10.0-3429.60.6-1.50Nmax26(30)2440.3-66.5-2900.7188.82.31Mxmax26(28)244-43.3-2.1-2900.96.2-120.01Mymax6(1)244-1.20.0-3336.40.5-1.60D+L------------------------------------------------------------------------------27(28)246-44.3-2.7-2895.77.1-123.51Vxmax88 27(30)246-3.4-67.1-2896.0189.7-9.01Vymax27(35)2463.166.0-2412.8-187.18.71Nmin27(1)246-0.3-0.7-3423.21.7-0.20Nmax27(30)246-3.4-67.1-2896.0189.7-9.01Mxmax27(28)246-44.3-2.7-2895.77.1-123.51Mymax27(1)246-0.3-0.7-3329.81.6-0.20D+L------------------------------------------------------------------------------28(29)24845.94.7-2961.0-9.0128.21Vxmax28(31)2486.069.7-2966.2-192.416.41Vymax28(34)248-5.9-64.9-2462.1186.4-15.91Nmin28(1)2480.13.1-3500.0-3.90.40Nmax28(31)2486.069.7-2966.2-192.416.41Mxmax28(29)24845.94.7-2961.0-9.0128.21Mymax28(1)2480.13.1-3404.1-3.90.30D+L------------------------------------------------------------------------------29(29)25031.0-28.9-1445.640.396.01Vxmax29(30)250-5.9-75.7-1507.6183.7-17.21Vymax29(35)2505.919.9-1145.8-101.917.51Nmin29(1)2500.0-36.4-1680.853.40.20Nmax29(30)250-5.9-75.7-1507.6183.7-17.21Mxmax29(29)25031.0-28.9-1445.640.396.01Mymax29(1)2500.0-36.2-1585.353.00.20D+L------------------------------------------------------------------------------30(28)264-40.8-4.6-2962.19.3-114.21Vxmax30(30)2642.9-67.4-2966.1186.68.01Vymax30(35)264-3.061.8-2463.2-177.6-7.91Nmin30(1)2640.0-3.6-3500.65.90.10Nmax30(30)2642.9-67.4-2966.1186.68.01Mxmax30(29)26440.8-1.5-2960.70.6114.31Mymax30(1)2640.0-3.6-3404.75.80.10D+L------------------------------------------------------------------------------31(29)26642.51.5-2892.8-3.8119.01Vxmax31(31)266-1.163.8-2893.4-180.4-3.21Vymax31(34)2661.3-63.8-2410.5181.33.71Nmin31(1)2660.10.0-3419.80.60.30Nmax88 31(30)2661.4-63.8-2892.6181.43.81Mxmax31(29)26642.51.5-2892.8-3.8119.01Mymax31(1)2660.10.0-3326.30.60.30D+L------------------------------------------------------------------------------32(29)26844.21.1-2892.7-3.2123.61Vxmax32(30)268-3.2-64.2-2892.9182.0-8.61Vymax32(35)2683.363.4-2410.3-179.99.01Nmin32(1)2680.1-0.5-3419.41.40.30Nmax32(30)268-3.2-64.2-2892.9182.0-8.61Mxmax32(29)26844.21.1-2892.7-3.2123.61Mymax32(1)2680.1-0.5-3325.91.40.30D+L------------------------------------------------------------------------------33(29)27045.94.1-2961.8-7.6128.11Vxmax33(31)2706.067.0-2967.1-185.016.31Vymax33(34)270-5.9-62.2-2463.2178.9-16.01Nmin33(1)2700.13.1-3501.3-3.90.20Nmax33(31)2706.067.0-2967.1-185.016.31Mxmax33(29)27045.94.1-2961.8-7.6128.11Mymax33(1)2700.13.1-3405.4-3.90.20D+L------------------------------------------------------------------------------34(29)27231.0-29.4-1450.641.595.91Vxmax34(30)272-5.9-73.8-1507.7178.2-17.21Vymax34(35)2725.918.0-1148.6-96.317.51Nmin34(1)2720.0-36.4-1682.853.50.20Nmax34(30)272-5.9-73.8-1507.7178.2-17.21Mxmax34(29)27231.0-29.4-1450.641.595.91Mymax34(1)2720.0-36.2-1587.353.10.10D+L------------------------------------------------------------------------------35(29)28641.7-6.4-2996.313.6115.81Vxmax35(30)2863.9-65.2-2996.9180.09.41Vymax35(35)286-1.758.6-2486.3-169.4-6.01Nmin35(1)2861.5-4.3-3535.76.92.20Nmax35(30)2863.9-65.2-2996.9180.09.41Mxmax35(29)28641.7-6.4-2996.313.6115.81Mymax35(1)2861.5-4.3-3439.46.82.30D+L88 ------------------------------------------------------------------------------36(29)28842.5-2.8-2894.38.3118.91Vxmax36(30)2881.3-61.0-2893.1174.03.61Vymax36(32)288-42.42.8-2409.9-7.3-118.71Nmin36(1)2880.00.0-3420.40.60.20Nmax36(30)2881.3-61.0-2893.1174.03.61Mxmax36(29)28842.5-2.8-2894.38.3118.91Mymax36(1)2880.10.0-3327.50.60.30D+L------------------------------------------------------------------------------37(28)290-44.12.3-2893.5-6.6-123.21Vxmax37(30)290-3.3-61.5-2893.5174.7-8.81Vymax37(33)29044.1-3.1-2410.98.8123.41Nmin37(1)2900.0-0.6-3420.41.50.10Nmax37(30)290-3.3-61.5-2893.5174.7-8.81Mxmax37(29)29044.1-3.2-2893.19.0123.41Mymax37(1)2900.0-0.6-3327.11.40.10D+L------------------------------------------------------------------------------38(29)29245.8-0.2-2961.84.5128.11Vxmax38(31)2926.064.2-2967.1-177.516.31Vymax38(34)292-5.9-59.4-2463.3171.5-16.01Nmin38(1)2920.03.1-3501.4-3.90.20Nmax38(31)2926.064.2-2967.1-177.516.31Mxmax38(29)29245.8-0.2-2961.84.5128.11Mymax38(1)2920.03.1-3405.5-3.90.20D+L------------------------------------------------------------------------------39(29)29431.0-32.3-1451.150.495.91Vxmax39(30)294-5.9-71.9-1506.9172.7-17.21Vymax39(35)2945.916.1-1149.5-90.817.51Nmin39(1)2940.0-36.5-1682.853.50.20Nmax39(30)294-5.9-71.9-1506.9172.7-17.21Mxmax39(29)29431.0-32.3-1451.150.495.91Mymax39(1)2940.0-36.2-1587.453.10.20D+L------------------------------------------------------------------------------40(28)308-87.59.5-777.4-19.2-182.11Vxmax40(31)308-49.761.7-766.2-170.5-75.41Vymax88 40(35)308-44.160.8-535.0-169.2-67.41Nmin40(1)308-39.86.4-1633.1-8.7-57.70Nmax40(31)308-49.761.7-766.2-170.5-75.41Mxmax40(28)308-87.59.5-777.4-19.2-182.11Mymax40(1)308-39.46.2-1577.5-8.4-57.10D+L------------------------------------------------------------------------------41(28)310-43.36.2-2822.2-14.5-119.91Vxmax41(31)310-2.060.6-2814.8-168.9-4.51Vymax41(35)310-1.960.4-2343.0-168.7-4.31Nmin41(1)310-1.71.5-3324.4-1.5-2.40Nmax41(31)310-2.060.6-2814.8-168.9-4.51Mxmax41(28)310-43.36.2-2822.2-14.5-119.91Mymax41(1)310-3.01.5-3197.0-1.5-4.20D+L------------------------------------------------------------------------------42(29)31245.0-4.7-2896.813.4124.81Vxmax42(30)312-2.4-58.4-2896.3166.8-7.41Vymax42(34)312-2.5-58.4-2413.3166.7-7.71Nmin42(1)3121.00.0-3422.00.71.60Nmax42(30)312-2.4-58.4-2896.3166.8-7.41Mxmax42(29)31245.0-4.7-2896.813.4124.81Mymax42(1)3120.90.3-3323.20.11.40D+L------------------------------------------------------------------------------43(29)31446.0-2.2-2961.99.7128.31Vxmax43(31)3146.161.2-2966.8-169.816.51Vymax43(34)314-5.8-56.8-2464.3164.4-15.81Nmin43(1)3140.22.8-3502.1-3.50.40Nmax43(31)3146.161.2-2966.8-169.816.51Mxmax43(29)31446.0-2.2-2961.99.7128.31Mymax43(1)3140.22.8-3406.7-3.40.40D+L------------------------------------------------------------------------------44(28)316-31.0-27.3-1450.235.2-95.71Vxmax44(30)316-5.9-69.9-1507.4167.1-17.21Vymax44(35)3165.914.2-1145.9-85.317.41Nmin44(1)3160.0-36.4-1680.853.40.10Nmax44(30)316-5.9-69.9-1507.4167.1-17.21Mxmax88 44(29)31631.0-33.5-1444.353.995.91Mymax44(1)3160.0-36.1-1585.453.00.10D+L------------------------------------------------------------------------------45(29)33477.1-2.7-1789.412.9167.21Vxmax45(31)33432.858.6-1841.4-162.547.61Vymax45(33)33472.2-3.4-1462.813.8160.01Nmin45(1)33435.34.7-2301.1-6.251.30Nmax45(31)33432.858.6-1841.4-162.547.61Mxmax45(29)33477.1-2.7-1789.412.9167.21Mymax45(1)33434.94.5-2213.1-5.850.80D+L------------------------------------------------------------------------------46(28)336-60.41.7-2273.5-10.3-144.81Vxmax46(30)336-16.8-60.7-2278.8166.7-22.61Vymax46(35)336-16.452.4-1881.9-153.7-25.51Nmin46(1)336-21.5-5.6-2634.38.8-31.10Nmax46(30)336-16.8-60.7-2278.8166.7-22.61Mxmax46(28)336-60.41.7-2273.5-10.3-144.81Mymax46(1)336-21.1-5.8-2482.39.1-30.50D+L------------------------------------------------------------------------------47(28)338-63.911.2-2319.2-24.1-151.91Vxmax47(31)338-16.760.4-2320.0-165.1-20.01Vymax47(34)338-19.8-51.5-1931.6153.3-32.71Nmin47(1)338-24.36.1-2711.8-8.3-35.10Nmax47(31)338-16.760.4-2320.0-165.1-20.01Mxmax47(28)338-63.911.2-2319.2-24.1-151.91Mymax47(1)338-25.06.7-2588.9-9.1-36.10D+L------------------------------------------------------------------------------48(28)340-46.414.4-2927.8-28.7-128.71Vxmax48(31)3405.563.9-2935.0-170.315.61Vymax48(34)340-6.7-49.5-2430.6150.4-17.11Nmin48(1)340-0.99.5-3456.7-13.2-1.10Nmax48(31)3405.563.9-2935.0-170.315.61Mxmax48(28)340-46.414.4-2927.8-28.7-128.71Mymax48(1)340-1.09.7-3357.3-13.4-1.20D+L------------------------------------------------------------------------------88 49(29)34231.1-36.1-1396.259.696.11Vxmax49(30)342-5.6-69.3-1530.9163.5-16.81Vymax49(35)3426.011.2-1107.6-78.217.71Nmin49(1)3420.3-37.9-1671.155.60.60Nmax49(30)342-5.6-69.3-1530.9163.5-16.81Mxmax49(29)34231.1-36.1-1396.259.696.11Mymax49(1)3420.3-37.7-1575.855.30.60D+L------------------------------------------------------------------------------50(28)357-64.920.5-1744.2-39.9-149.21Vxmax50(31)357-25.766.8-1722.7-171.1-40.81Vymax50(35)357-21.865.4-1415.8-169.2-35.21Nmin50(1)357-27.89.9-2153.7-13.7-40.30Nmax50(31)357-25.766.8-1722.7-171.1-40.81Mxmax50(28)357-64.920.5-1744.2-39.9-149.21Mymax50(1)357-27.79.8-2056.6-13.6-40.10D+L------------------------------------------------------------------------------51(29)35945.0-9.9-1887.625.8122.61Vxmax51(30)3591.6-53.9-1842.7153.54.11Vymax51(32)359-44.56.4-1500.6-19.7-121.71Nmin51(1)3590.9-2.3-2154.44.01.50Nmax51(30)3591.6-53.9-1842.7153.54.11Mxmax51(29)35945.0-9.9-1887.625.8122.61Mymax51(1)3591.8-2.4-2045.54.12.80D+L------------------------------------------------------------------------------52(29)36147.6-3.1-1973.315.9128.51Vxmax52(31)3614.457.3-1929.8-157.210.71Vymax52(32)361-45.612.7-1569.3-28.8-125.41Nmin52(1)3611.96.4-2256.4-8.72.90Nmax52(31)3614.457.3-1929.8-157.210.71Mxmax52(29)36147.6-3.1-1973.315.9128.51Mymax52(1)3612.96.6-2148.8-9.04.30D+L------------------------------------------------------------------------------53(28)363-65.7-8.5-1970.42.4-156.61Vxmax53(30)363-23.7-72.9-1926.5181.1-41.81Vymax53(34)363-20.6-70.5-1584.2177.5-37.31Nmin88 53(1)363-22.0-17.1-2412.525.5-31.80Nmax53(30)363-23.7-72.9-1926.5181.1-41.81Mxmax53(28)363-65.7-8.5-1970.42.4-156.61Mymax53(1)363-21.8-17.1-2321.025.5-31.50D+L------------------------------------------------------------------------------54(29)36624.2-3.5-744.714.186.11Vxmax54(31)3665.325.8-560.6-96.616.61Vymax54(35)3665.225.6-382.4-96.516.41Nmin54(30)366-3.3-23.8-1578.794.6-13.51Nmax54(31)3665.325.8-560.6-96.616.61Mxmax54(29)36624.2-3.5-744.714.186.11Mymax54(1)3661.11.1-1144.0-1.01.70D+L------------------------------------------------------------------------------55(29)16336.14.4-1354.2-14.896.61Vxmax55(30)1639.6-47.0-724.3152.017.01Vymax55(34)1638.6-46.9-534.0151.915.41Nmin55(1)1637.6-0.5-1315.91.111.20Nmax55(30)1639.6-47.0-724.3152.017.01Mxmax55(29)16336.14.4-1354.2-14.896.61Mymax55(1)1637.6-0.4-1223.61.011.10D+L------------------------------------------------------------------------------56(28)368-33.04.5-1230.8-16.1-92.01Vxmax56(30)368-1.8-30.4-651.0102.50.31Vymax56(34)368-1.3-30.3-483.6102.21.11Nmin56(1)368-3.8-0.7-1148.61.6-5.50Nmax56(30)368-1.8-30.4-651.0102.50.31Mxmax56(28)368-33.04.5-1230.8-16.1-92.01Mymax56(1)368-3.7-0.6-1052.91.5-5.30D+L------------------------------------------------------------------------------57(29)16539.15.8-1229.1-16.9102.51Vxmax57(30)1658.6-48.7-1117.9154.513.91Vymax57(32)165-25.0-6.0-884.217.7-82.01Nmin57(1)1659.2-0.1-1331.50.613.50Nmax57(30)1658.6-48.7-1117.9154.513.91Mxmax57(29)16539.15.8-1229.1-16.9102.51Mymax88 57(1)1659.2-0.1-1243.90.613.50D+L------------------------------------------------------------------------------58(28)370-39.76.2-1187.4-18.6-103.31Vxmax58(30)370-7.4-31.4-1081.6103.9-9.31Vymax58(33)37024.5-6.3-847.319.581.31Nmin58(1)370-10.00.0-1279.60.6-14.50Nmax58(30)370-7.4-31.4-1081.6103.9-9.31Mxmax58(28)370-39.76.2-1187.4-18.6-103.31Mymax58(1)370-10.10.0-1191.20.6-14.50D+L------------------------------------------------------------------------------59(29)16740.45.9-1229.3-17.0106.21Vxmax59(30)1675.2-48.7-1183.5154.54.41Vymax59(32)167-26.3-6.0-885.017.8-85.41Nmin59(1)1679.3-0.1-1332.10.513.60Nmax59(30)1675.2-48.7-1183.5154.54.41Mxmax59(29)16740.45.9-1229.3-17.0106.21Mymax59(1)1679.3-0.1-1244.40.513.60D+L------------------------------------------------------------------------------60(28)372-41.26.3-1228.7-18.7-107.11Vxmax60(31)372-6.131.4-1121.0-103.0-5.51Vymax60(33)37225.6-6.3-886.519.584.71Nmin60(1)372-10.20.0-1332.90.5-14.70Nmax60(30)372-10.8-31.4-1186.5103.9-19.01Mxmax60(28)372-41.26.3-1228.7-18.7-107.11Mymax60(1)372-10.30.0-1245.40.5-14.80D+L------------------------------------------------------------------------------61(29)16940.37.1-1340.0-18.6107.81Vxmax61(31)16912.246.9-744.5-151.223.91Vymax61(35)16911.146.9-552.8-151.222.31Nmin61(1)1698.00.3-1325.50.011.80Nmax61(31)16912.246.9-744.5-151.223.91Mxmax61(29)16940.37.1-1340.0-18.6107.81Mymax61(1)1698.00.2-1232.40.111.80D+L------------------------------------------------------------------------------62(28)374-40.17.5-1331.6-20.4-107.21Vxmax88 62(31)374-2.830.1-789.3-101.12.01Vymax62(35)374-1.830.0-596.8-101.13.51Nmin62(1)374-7.60.4-1331.0-0.1-10.90Nmax62(31)374-2.830.1-789.3-101.12.01Mxmax62(28)374-40.17.5-1331.6-20.4-107.21Mymax62(1)374-7.60.3-1238.30.0-10.90D+L------------------------------------------------------------------------------N-WCNODENoCritical(LoadCase)J1J2ShearAxialMomentNECondition--------------------------------------------------------------------1(29)171196384.7-913.2529.61Vmax1(34)17119674.6-554.0-103.01Nmin1(1)17119612.6-927.4-109.20Nmax1(28)171196-363.9-689.1-712.31Mmax1(1)17119612.6-869.5-108.20D+L--------------------------------------------------------------------2(29)196218416.1-874.3603.61Vmax2(34)19621857.4-685.474.81Nmin2(1)1962181.3-1001.55.50Nmax2(29)196218416.1-874.3603.61Mmax2(1)1962181.3-942.73.90D+L--------------------------------------------------------------------3(29)218240417.2-866.5597.51Vmax3(34)21824056.0-695.184.21Nmin3(1)2182400.7-1004.19.30Nmax3(29)218240417.2-866.5597.51Mmax3(1)2182400.7-945.37.70D+L--------------------------------------------------------------------4(29)240262417.3-864.8597.01Vmax4(34)24026255.9-695.985.11Nmin4(1)2402620.7-1003.69.50Nmax4(29)240262417.3-864.8597.01Mmax4(1)2402620.7-944.87.90D+L--------------------------------------------------------------------5(29)262284416.9-861.2599.71Vmax88 5(34)26228455.5-694.187.11Nmin5(1)2622840.3-1000.312.30Nmax5(29)262284416.9-861.2599.71Mmax5(1)2622840.3-941.610.70D+L--------------------------------------------------------------------6(28)284306-423.0-833.6-541.01Vmax6(34)28430649.1-663.1124.41Nmin6(1)284306-8.7-957.064.10Nmax6(29)284306408.4-818.5649.71Mmax6(1)284306-8.6-898.762.10D+L--------------------------------------------------------------------7(28)306332-387.2-733.7-423.11Vmax7(34)30633248.2-550.4114.01Nmin7(1)306332-3.3-818.450.10Nmax7(29)306332381.8-689.0506.21Mmax7(1)306332-3.4-758.850.40D+L--------------------------------------------------------------------8(29)332354373.7-630.4837.51Vmax8(34)33235439.4-503.7197.81Nmin8(1)3323541.2-853.925.00Nmax8(29)332354373.7-630.4837.51Mmax8(1)3323541.2-795.923.00D+L--------------------------------------------------------------------9(31)171173379.1-470.0640.01Vmax9(35)171173374.1-379.1653.21Nmin9(1)17117335.1-630.0-92.70Nmax9(30)171173-318.9-620.2-798.61Mmax9(1)17117333.4-589.0-88.40D+L--------------------------------------------------------------------10(30)181183-375.5-419.6-897.11Vmax10(34)181183-371.0-337.4-903.01Nmin10(1)181183-30.8-566.340.40Nmax10(31)181183322.4-567.2967.51Mmax10(1)181183-28.9-522.837.30D+L--------------------------------------------------------------------88 11(31)354356279.7-484.5463.21Vmax11(35)354356274.6-394.1477.21Nmin11(1)35435635.9-626.7-98.30Nmax11(30)354356-218.3-600.3-631.31Mmax11(1)35435634.1-585.7-94.00D+L--------------------------------------------------------------------12(30)364366-280.9-486.5-670.91Vmax12(34)364366-275.2-395.3-677.51Nmin12(1)364366-39.4-632.046.10Nmax12(31)364366213.5-607.1750.61Mmax12(1)364366-37.5-591.143.10D+L--------------------------------------------------------------------13(28)318323-926.2-953.1-2241.91Vmax13(35)318323-65.01484.5-96.51Nmin13(30)31832349.4-3131.427.31Nmax13(28)318323-926.2-953.1-2241.91Mmax13(1)318323-10.1-982.5-43.10D+L--------------------------------------------------------------------14(29)183206412.7-832.0513.21Vmax14(35)18320691.3-497.4-58.01Nmin14(1)1832067.7-837.4-64.00Nmax14(28)183206-399.8-626.8-620.31Mmax14(1)1832067.7-773.5-63.40D+L--------------------------------------------------------------------15(29)206228506.5-842.9687.31Vmax15(35)20622895.5-655.186.91Nmin15(1)20622811.6-953.8-44.40Nmax15(28)206228-487.4-805.6-758.31Mmax15(1)20622811.7-893.7-47.30D+L--------------------------------------------------------------------16(29)228250501.3-864.7711.61Vmax16(35)22825088.2-693.2126.41Nmin16(1)2282502.0-1001.06.30Nmax16(29)228250501.3-864.7711.61Mmax16(1)2282502.0-942.04.50D+L88 --------------------------------------------------------------------17(29)250272501.2-866.5712.71Vmax17(35)25027287.8-696.8129.01Nmin17(1)2502721.5-1004.89.40Nmax17(29)250272501.2-866.5712.71Mmax17(1)2502721.4-945.97.80D+L--------------------------------------------------------------------18(29)272294501.1-866.9713.01Vmax18(35)27229487.7-697.5129.51Nmin18(1)2722941.4-1005.29.90Nmax18(29)272294501.1-866.9713.01Mmax18(1)2722941.3-946.38.30D+L--------------------------------------------------------------------19(29)294316500.9-866.0714.31Vmax19(35)29431687.5-696.9130.61Nmin19(1)2943161.3-1004.810.40Nmax19(29)294316500.9-866.0714.31Mmax19(1)2943161.3-945.98.80D+L--------------------------------------------------------------------20(29)316342499.1-853.7726.31Vmax20(35)31634286.1-687.4139.81Nmin20(1)3163421.0-1001.712.60Nmax20(29)316342499.1-853.7726.31Mmax20(1)3163421.0-942.811.00D+L--------------------------------------------------------------------21(28)342366-460.0-919.4-873.31Vmax21(35)34236659.1-552.0303.11Nmin21(1)342366-10.1-931.390.00Nmax21(29)342366443.3-689.61025.11Mmax21(1)342366-10.1-873.488.10D+L--------------------------------------------------------------------22(30)162170-2788.9-2631.1-10417.11Vmax22(32)162170-298.4-1896.2-664.51Nmin22(1)162170-14.5-3047.0-12.70Nmax22(30)162170-2788.9-2631.1-10417.11Mmax88 22(1)162170-14.3-2843.4-13.20D+L--------------------------------------------------------------------23(29)170181233.2-622.1787.11Vmax23(35)170181122.5-346.139.11Nmin23(1)1701816.7-699.4-3.90Nmax23(28)170181-221.7-595.0-794.01Mmax23(1)1701816.3-647.5-3.50D+L--------------------------------------------------------------------24(28)364375-238.9-645.6-776.61Vmax24(35)364375-44.0-399.1175.61Nmin24(1)364375-10.7-730.013.60Nmax24(29)364375221.1-621.0799.61Mmax24(1)364375-10.6-679.213.30D+L--------------------------------------------------------------------25(30)367375-1912.1-2554.4-9213.01Vmax25(33)367375-334.6-1816.0-1721.01Nmin25(1)367375-12.1-2931.0-1198.70Nmax25(30)367375-1912.1-2554.4-9213.01Mmax25(1)367375-11.5-2724.8-1229.80D+L--------------------------------------------------------------------26(29)162173198.7-657.4692.71Vmax26(34)162173111.9-360.6-42.71Nmin26(1)16217312.8-722.1-10.50Nmax26(28)162173-177.1-596.1-710.61Mmax26(1)16217312.7-671.5-10.20D+L--------------------------------------------------------------------27(28)356367-199.0-647.5-689.01Vmax27(34)356367-61.4-382.4127.51Nmin27(1)356367-15.9-704.217.60Nmax27(29)356367172.4-576.4718.71Mmax27(1)356367-15.8-653.217.30D+L--------------------------------------------------------------------28(31)3213231192.8-972.74381.61Vmax28(33)321323-96.0824.1-419.11Nmin28(28)321323112.4-2316.7372.01Nmax88 28(30)321323-1174.9-655.7-4433.01Mmax28(1)32132310.1-879.8-29.60D+L--------------------------------------------------------------------29(28)317321-778.3-942.5-2645.41Vmax29(34)31732193.01951.9262.31Nmin29(31)317321-93.6-3277.7-254.31Nmax29(29)317321777.7-503.82654.01Mmax29(1)317321-0.6-781.15.00D+L--------------------------------------------------------------------30(31)3173181306.8-1166.74511.41Vmax30(32)317318143.7571.8354.41Nmin30(29)317318-108.9-2235.2-391.21Nmax30(30)317318-1268.8-647.9-4551.51Mmax30(1)31731821.7-990.9-23.10D+L--------------------------------------------------------------------ThecoordinatesofCombinedforce(Mx=0andMy=0)XodYodSumofAxialLoadCase23.78413.929-144642.5Vxmax24.75313.129-149541.4Vymax23.42614.143-110901.1Nmin25.51712.615-187131.6Nmax24.52213.199-147924.7Mxmax23.78313.917-144461.8Mymax24.74213.150-170670.3D+L88 3一榀框架计算3.1选取一榀框架框架结构布置如图3.1。图3.1结构布置简图选取⑥号轴线作为计算对象。3.2荷载计算3.2.1活载查表上人屋面活载取2.0KN/m2不上人屋面活载取为0.5KN/m2车间活载取4.0KN/m2电梯取7.0KN/m2办公室、会议室取2.0KN/m2厕所、阳台取2.5KN/m23.2.2恒载标准值计算（1）上人屋面恒载30厚现制水磨石屋面0.64kN/m240厚保温板0.14×4=0.56kN/m2PVC卷材三层0.05×3＝0.15kN/m288 20mm厚水泥砂浆找平0.03×20＝0.4kN/m23mm厚纸筋石灰0.003×16＝0.048kN/m28mm厚水泥石灰膏砂浆0.008×14＝0.112kN/m240厚C20细石混凝土30厚1：3水泥砂浆找平层0.03×20＝0.6kN/m2120厚现浇砼楼板0.12×25＝3.0kN/m2----------------------------------------------------------------------------------------------合计：6.5kN/m2（1）楼面恒载40mm厚水磨石面层0.04×25=1.0kN/m225mm厚1：3水泥砂浆找平0.025×20＝0.5kN/m2120厚现浇砼楼板0.12×25＝3.0kN/m2----------------------------------------------------------------------------------------------合计：4.5kN/m2（3）梁自重框架梁b×h=400㎜×700㎜25kN/m3×0.4m×(0.7-0.12)m+2×(0.7-0.12)m×17kN/m3×0.02m=0.39kN/m次梁b×h=300㎜×500㎜25kN/m3×0.3m×(0.5-0.12)m+2×(0.5-0.12)m×17kN/m3×0.02m=0.26kN/m（4）柱自重柱b×h=650㎜×650㎜25kN/m3×0.65m×0.65m+4×0.65m×17kN/m3×0.01m＝11kN/m（5）墙自重空心砖砌块（1层）3.7kN/m2×（4.5－0.7）m＝14.6kN/m（2～4层）3.7kN/m2×（4.0－0.7）m＝12.21kN/m（机房层）3.7kN/m2×（4.0－0.7）m＝12.21kN/m（女儿墙）3.7kN/m2×0.9m＝3.33kN/m3.7kN/m2×0.4m＝1.44kN/m88 3.3框架计算简图3.3.1框架线刚度计算取中间一榀框架计算框架梁i=0.4×0.73×2E/12×8.0=8.58×104kN/m柱=0.65×0.653×E/12×4.0=1.12×kN/m=0.65×0.653×E/12×4.5=9.92×kN/m框架各杆线刚度如图3.2。图3.2框架计算简图（梁柱上为线刚度×kN/m）3.4竖向荷载计算3.4.1顶层梁柱（1）恒载计算：l轴A,F板传给边框架梁gk1=1/2×4.0×1/2×4.0×6.5×2=52kN框架梁gk2=6.19×(8.0-0.65)=45.5kN板传给井字梁gk3=1/2×4.0×1/2×4.0×6.5×2=52kN井字梁gk4=3.11×(4.0-0.2-0.15)=11.35kN女儿墙gk5=5.55×8.0=44.4kNGAk=GFk=52kN+45.5kN+52kN+11.35kN+44kN=205.25kNl轴B,C，D,E板传给边框架梁gk1=1/2×4.0×1/2×4.0×6.5×2×2=104kN框架梁gk2=6.19×(8.0-0.75)=45.5kN88 板传给井字梁gk3=1/2×4.0×1/2×4.0×6.5×2×2=104kN井字梁gk4=3.11×(8.0-0.4-0.3)=22.7kNGBk=GCk=104kN+45.5kN+104kN+22.7kN=276.2kNl框架梁上的集中荷载板传给井字梁gk6=1/2×4.0×1/2×4.0×6.5×4=104kN井字梁gk4=3.11×(8.0-0.4)=23.64kNGK=104kN+23.64kN=127.64kNl梁上的均匀荷载Gk=5/8×6.5kN/㎡×1/2×4.0×2=16.25kN/m（2）活载计算：l轴A，Fqk=1/2×4.0×1/2×4.0×2.0×4=32kNQAk=QDk=32kNl轴B，C，D，Eqk=1/2×4.0×1/2×4.0×2.0×8=64kNQBk=QCk=64kNl框架梁上的集中荷载gk6=1/2×4.0×1/2×4.0×2.0×4=302kNQk=32kNl梁上的均匀荷载qk=5/8×6.5kN/㎡×1/2×2.0×2=5.13kN/m3.4.2标准层梁柱（1）第一层计算①恒载计算l轴A,F板传给边框架梁gk1=1/2×4.0×1/2×4.0×4.55×2=36.4kN框架梁gk2=6.19×(8.0-0.65)=45.5kN板传给井字梁gk3=1/2×4.0×1/2×4.0×4.55×2=36.4kN井字梁gk4=3.11×(4.0-0.2-0.15)=11.35kN外墙gk5=14.06×(8.0-0.65)=103.34kNGAk=GDk=36.4kN+45.5kN+36.4kN+11.35kN+103.3kN=232.9kNl轴B，C，D，E板传给边框架梁gk1=1/2×4.0×1/2×4.0×4.55×2×2=72.8kN框架梁gk2=6.19×(8.2-0.65)=45.5kN88 板传给井字梁gk3=1/2×4.0×1/2×4.0×4.55×2×2=72.8kN井字梁gk4=3.11×(8.0-0.4-0.3)=22.7kNGBk=GCk=GDk=GEk=72.8kN+45.5kN+72.8kN+22.7kN=213.8kNl框架梁上的集中荷载板传给井字梁gk6=1/2×4.0×1/2×4.0×4.55×4=72.8kN井字梁gk4=3.11×(8.0-0.4)=23.64kNGK=72.8kN+23.64kN=96.44kNl梁上的均匀荷载gk=5/8×4.55kN/㎡×1/2×4.0×2=11.38kN/m②活载计算l轴A,Fqk=1/2×4.0×1/2×4.0×4.0×4=64kNQAk=QFk=64kNl轴B,C,D,Eqk=1/2×4.0×1/2×4.1×2.0×8=128kNQBk=QCk=QDk=QEk=128kNl框架梁上的集中荷载gk6=1/2×4.0×1/2×4.0×2.0×4=64kNQk=64kNl梁上的均匀荷载qk=5/8×4.0kN/㎡×1/2×4.0×2=10kN/m（2）第二-四层计算①恒载计算l轴A,F板传给边框架梁gk1=1/2×4.0×1/2×4.0×4.55×2=36.4kN框架梁gk2=6.19×(8.0-0.65)=45.5kN板传给井字梁gk3=1/2×4.0×1/2×4.0×4.55×2=36.4kN井字梁gk4=3.11×(4.0-0.2-0.15)=11.35kN外墙gk5=12.21×(8.0-0.65)=89.74kNGAk=GDk=36.4kN+45.5kN+36.4kN+11.35kN+89.74kN=219.39kNl轴B，C，D，E板传给边框架梁gk1=1/2×4.0×1/2×4.0×4.55×2×2=72.8kN框架梁gk2=6.19×(8.2-0.65)=45.5kN板传给井字梁gk3=1/2×4.0×1/2×4.0×4.55×2×2=72.8kN井字梁gk4=3.11×(8.0-0.4-0.3)=22.7kNGBk=GCk=GDk=GEk=72.8kN+45.5kN+72.8kN+22.7kN=213.8kN88 l框架梁上的集中荷载板传给井字梁gk6=1/2×4.0×1/2×4.0×4.55×4=72.8kN井字梁gk4=3.11×(8.0-0.4)=23.64kNGK=72.8kN+23.64kN=96.44kNl梁上的均匀荷载gk=5/8×4.55kN/㎡×1/2×4.0×2=11.38kN/m②活载计算l轴A,Fqk=1/2×4.0×1/2×4.0×4.0×4=64kNQAk=QFk=64kNl轴B,C,D,Eqk=1/2×4.0×1/2×4.1×2.0×8=128kNQBk=QCk=QDk=QEk=128kNl框架梁上的集中荷载gk6=1/2×4.0×1/2×4.0×2.0×4=64kNQk=64kNl梁上的均匀荷载qk=5/8×4.0kN/㎡×1/2×4.0×2=10kN/m3.5屋面雪荷载标准值Sk=μrS0=1.0×0.5kN/㎡=0.5kN/㎡屋面雪荷载与活载不同时考虑，两者中取较大值。3.6风荷载标准值计算（1）风荷载标准值计算公式为ω=βzμsμzω0因结构高度小于30m,可取βz=1.0；对于矩形截面μs=1.3；μz查荷载规范表得，当查的μz<1.0时可取μz=1.3（1）风荷载标准值计算表根据上述公式，风荷载标准值计算过程见表3.1.表3.1风荷载标准值计算表层次βzμsHμzω0A(㎡)风荷载(kN)111.34.510.4189.36211.38.510.4168.32311.312.510.4168.32411.316.510.4168.32女儿墙11.31810.463.1288 3.7重力荷载标准值计算3.7.1重力荷载标准值屋面重力荷载标准值G屋面=6.5*8.0*40.6=2111.2kN楼面重力荷载标准值G楼面=4.55*8.0*40.6=1477.84kN梁重力荷载标准值G框架梁=6.19*(40.6-6*0.65)=227.17kNG井字梁=3.11*(8.0-0.4)*5=118.18kNG梁=227.17kN+118.18kN=345.45kN柱重力荷载标准值G一层=11*4.5*6=297kNG二~四层=11*4*6=264kN墙重力荷载标准值G女儿墙=5.55*8.0*2=88.8kNG一层=14.06*(8.0-0.65)*2=206.68kNG二-四层=12.21*(8.0-0.65)*2=179.49kN3.7.2各层自重标准值计算一层(板+梁+柱+墙)Gk=(297+264)/2+345.35+1477.84+(179.49+206.68)/2=2296.78kN二层(板+梁+柱+墙)Gk=1477.84+345.35+264+179.49=2266.68kN三层(板+梁+柱+墙)Gk=1477.84+345.35+264+179.49=2266.68kN四层(板+梁+柱+墙)Gk=（88.8+179.49）/2+2111.2+345.35+264/2=2855.9kN3.7.3重力荷载代表值计算一层G1=2296.78+0.5*8.0*40.6*4.0=2946.39kN二层G2=2266.88+0.5*8.0*40.6*4.0=2916.28kN三层G3=2266.68+0.5*8.0*40.6*4.0=2916.28kN四层G4=2855.9+0.5*8.0*40.6*2.0=3180.7kN3.7.4等效总重力荷载代表值计算抗震设计资料:抗震设防烈度为7级,设计地震分组为第一组,场地类别为二类.依此查得:水平地震影响系数最大值αmax=0.08,特征周期值为Ts=0.35s,取阻尼比ξ=0.0588 结构总的重力荷载代表值∑Gi=2946.39kN+2916.28kN+2916.28kN+3180.7kN=11959.64kN结构等效重力荷载代表值Geq=0.85*∑Gi=10165.69kN3.8横向框架侧移刚度计算3.8.1框架柱侧移刚度计算计算公式:一层边柱K=0.77/0.89=0.865αc=(0.5+K)/(2+K)=0.476中柱K=(0.77+0.77)/0.89=1.73αc=(0.5+K)/(2+K)=0.598二~三层边柱K=(0.77+0.77)/（2*1）=0.77αc=K/(2+K)=0.278中柱K=（4*0.77）/（2*1）=1.54αc=K/(2+K)=0.435四层边柱K=0.77/1=0.77αc=K/(2+K)=0.278中柱K=（0.77*4）/（2*1）=1.54αc=K/(2+K)=0.4353.8.2框架柱侧移刚度D值框架柱侧移刚度D值计算过程见表3.2。表3.2框架柱侧移刚度D值边柱层次Kαcic/(*105kN.m)h/mDi/(*105kN/m)根数一层0.8650.4760.9924.50.279822二~四层0.770.2781.124.00.233522中柱层次Kαcic/(*105kN.m)h/mDi/(*105kN/m)根数一层1.730.5980.9924.50.351544二~四层1.540.4351.124.00.36544层次∑Di/(*105kN/m)一层1.9658二~四层1.9286488 3.8.3横向自振周期计算（1）结构顶点的假想侧移计算计算楼层剪力公式计算层间相对位移公式计算结构顶点位移（2）结构顶点的假想侧移计算表表3.3结构顶点的假想侧移计算表层次Gi/kNVGi/kN/m∑Di/kN/m△ui/muT/m43180.73180.71928640.0164920.15567832916.286096.981928640.0316130.13918622916.289013.261928640.0467340.10757312946.3811959.641965800.0608390.060839由计算基本周期，取，则3.9水平地震作用计算及内力、位移分析3.9.1水平地震作用及楼层地震剪力计算（1）水平地震作用及楼层地震剪力计算抗震设计资料:抗震设防烈度为7级,设计地震分组为第一组,场地类别为二类.依此查得:水平地震影响系数最大值αmax=0.08，特征周期值为Ts=0.35s，取阻尼比ξ=0.05。由此计算的相应与结构基本自振周期的水平地震影响系数为:结构等效总重力荷载为Geq=10165.69kN又因为T1=0.47s﹤1.4Ts=1.4*0.35=0.49s，故不需考虑顶部附加地震作用。FEK=α1Geq=0.0613*10165.69=623.157kN（2）各质点水平地震作用标准值Fi=FEK*GiHi/∑GiHi各质点水平地震作用标准值及楼层地震剪力计算过程见表3.4。88 表3.4楼层地震剪力计算表层次Hi/mGi/kNGiHi/(kN.m)GiHi/∑GiHiFi/kNVi/kN416.53180.752481.550.413257.365257.365312.52916.2836453.50.287178.847436.21228.52916.2824785.380.195121.516557.72814.52946.3813258.710.10565.432623.16∑1159.64126982.141.000623.163.9.2水平地震作用下的位移验算（1）水平地震作用下框架结构的层间位移△ui和顶点位移ui△ui=Vi/∑Dijui=∑△ukθc=△ui/hi（2）水平地震作用下的位移验算依据上述公式，水平地震作用下的位移计算过程见表3.5。表3.5水平地震作用下的位移验算表层次Vi/kN∑Di/kN/m△ui/muT/mhi/m△ui/hi4257.3651928640.0013340.0097594.01/29993436.2121928640.0022620.0084254.01/17682557.7281928640.0029930.0061634.01/13361623.161965800.0031700.0031704.51/1420由1/1336<[θc]＝1/550(满足设计要求)3.9.3水平地震作用下的框架内力计算框架在水平节点荷载作用下,采用D值法分析内力（1）内力计算依据柱端剪力Vij=Dij*Vi/∑Dij下端弯矩Mbij=Vijyh上端弯矩Muij=Vij(1-y)hy=yn+y1+y2+y3各层梁的线刚度不变,则y1=0一层梁考虑y2的修正二层梁考虑y3的修正88 (2)内力计算表3.6水平地震作用下的框架各层柱端弯矩及剪力计算表边柱(A,F)层次hi/mVi/kN∑Di/kN/mDi/kN/mVi(A,D)/kNkyMb/kNmMu/kNm44.0257.371926842335231.160.770.3543.62781.02134.0436.211926842335252.820.770.43591.902119.36624.0557.731926842335267.530.770.5135.06135.0614.5623.161956802798288.700.870.65259.456139.707中柱(B,C,D,E)层次hi/mVi/kN∑Di/kN/mDi/kN/mVi(A,D)/kNkyMb/kNmMu/kNm44.0257.371926843654048.761.540.42582.892112.14834.0436.211926843654082.651.540.45148.761181.81924.0557.7319268436540105.671.540.50211.334211.33414.5623.1619568035154111.441.730.58290.853210.618表3.7水平地震作用下的框架各层柱端弯矩及剪力计算表AB或CD跨梁BC跨梁层次柱端待分配弯矩之和/kN/mMl/kN/mMr/kN/mVb/kNil/il+irir/il+irMl/kNmMr/kNmVb/kN4112.14881．02156.07417.140.50.556.0756.0714.0288 3264.711162.993132.35636.920.50.5132.36132.3633.092360.095226.962180.04850.880.50.5180.05180.0545.011421.952274.767210.97660.720.50.5210.98210.9852.74表3.8水平地震作用下的框架各层柱轴力计算表AB或CD跨梁端剪力BC跨梁端剪力边柱轴力中柱轴力层次Vb/kNVb/kNN/kNN/kN417.1414.02-17.143.12336.9233.09-54.066.95250.8845.01-104.9312.81160.7252.74-165.6520.793.10风荷载作用下的位移验算及内力计算3.10.1风荷载作用下的位移验算层次Fk/kNVi/kNDi(A,D)/kN/mDi(B,C)/kN/m∑Di/kN/m△ui/muT/mhi/mθc=△ui/hi48.328.3223352365401928640.00004310.00056341/9280738.3216.6423352365401928640.00008620.0005241/4640328.3224.9623352365401928640.00025880.00043441/1545519.3634.3227982351541965800.00017460.0001754.51/25773表3.9风荷载作用下的侧移计算表（△ui=Vi/∑Dij）由1/15455<[θc]＝1/550(满足设计要求)3.10.2风荷载作用下的层间内力计算表3.10风荷载作用下的各柱端弯矩剪力计算表边柱(A,F)层次hi/mVi/kN∑Di/kN/mDi/kN/mVi(A,D)/kNkyMb/kNmMu/kNm88 44.08.32192864233521.010.770.351.412.6334.016.64192864233522.010.770.4353.54.5424.024.96192864233523.020.770.56.046.0414.534.32196580279824.890.870.6514.37.71中柱(B,C,D,E)层次hi/mVi/kN∑Di/kN/mDi/kN/mVi(A,D)/kNkyMb/kNmMu/kNm44.08.32192864365401.581.540.4252.693.6334.016.64192864365403.151.540.455.676.9324.024.96192864365404.731.540.59.469.4614.534.32196580351546.141.730.5816.011.6表3.11风荷载作用下的各梁端弯矩剪力计算表AB或EF跨梁BC，CD,DE跨梁层次柱端待分配弯矩之和/kN/mMl/kN/mMr/kN/mVb/kNil/il+irir/il+irMl/kNmMr/kNmVb/kN43.632.631.820.560.50.51.821.820.4539.625.954.811.350.50.54.814.811.2215.139.547.572.140.50.57.577.571.89121.0613.7510.533.040.50.510.5310.532.63表3.12风荷载作用下的框架各层柱轴力计算表AB或EF跨梁端剪力中间跨梁端剪力边柱轴力中柱轴力层次Vb/kNVb/kNN/kNN/kN40.560.45-0.560.1131.351.2-1.910.2622.141.89-3.050.5113.042.63-6.090.923.11竖向荷载作用下框架结构的内力计算3.11.1荷载计算（1）恒载作用下柱的内力计算88 第四层内力计算q1代表横梁自重，为均布荷载形状q1=0.4*(0.7-0.12)*25=5.8kN/m+0.39kN/m(粉刷)=6.19kN/mq2代表屋面板传递给横梁的三角形荷载q2=4.0*6.5=26kN/mP1，P2，P3，P4，P5，P6分别为由纵梁直接传给柱的恒载P1=P6=205.25kNP2=P3=P4=P5=276.2kNP1’，P2’，P3’，P4’，P5’分别为由次梁直接传给横梁集中荷载P1’=P2’=P3’=P4’=P5’=127.64kNl第二-三层内力计算q1=0.4*(0.7-0.12)*25=5.8kN/m+0.39kN/m(粉刷)=6.19kN/mq2=4.0*4.5=18kN/mP1=P6=219.39kNP2=P3=P4=P5=213.8kNP1’=P2’=P3’=P4’=P5’=96.44kNl第一层内力计算q1=0.4*(0.7-0.12)*25=5.8kN/m+0.39kN/m(粉刷)=6.19kN/mq2=4.0*4.5=18kN/mP1=P6=232.99kNP2=P3=P4=P5=213.8kNP1’=P2’=P3’=P4’=P5’=96.44kN（2）活载作用下柱的内力计算第四层内力计算q2=4.0*4.0=16kN/mP1=P6=1/2*4.0*4.0*4.0+1/2*4.0*4.0*4.0=64kNP2=P3=P4=P5=128kNP1’=P2’=P3’=P4’=P5’=64kNl第一-三层内力计算q2=4.0*4.0=16kN/mP1=P6=1/2*4.0*4.0*4.0+1/2*4.0*4.0*4.0=64kNP2=P3=P4=P5=128kNP1’=P2’=P3’=P4’=P5’=64kN88 3.11.2恒荷载作用下框架梁的结构的内力计算l第四层计算把三角形荷载转化为等效荷载g’2=5g2/8=16.25kN/m则框架梁上的均布荷载为g=16.25kN/m+6.19kN/m=22.44kN/m各杆的固端弯矩：集中力作用下MAB=-MBA=-Pl/8=-1/8*127.64*8.0=-127.64kN.m均布荷载作用下MAB=-MBA=-1/12*ql2=-1/12*22.44*8.02=-119.68kN.mMAB=-183.68kN.mMBA=183.68kN.m计算各节点分配系数：（柱的修正系数为0.9）节点A，FμAA1=11.9*0.9/(11.2*0.9+8.58)=0.54μAB=0.46节点B，C，D，EμBA=8.58/(10.08+8.58+8.58)=0.315μBB1=10.08/(10.08+8.58+8.58)=0.37μBE=8.58/(10.08+8.58+8.58)=0.315l第二-三层计算把三角形荷载转化为等效荷载g’2=5g2/8=11.25kN/m则框架梁上的均布荷载为g=11.25kN/m+6.19kN/m=17.44kN/m各杆的固端弯矩：集中力作用下MAB=-MBA=-Pl/8=-1/8*96.44*8.0=-96.44kN.m均布荷载作用下MAB=-MBA=-1/12*ql2=-1/12*17.44*8.02=-93.0kN.mMAB=-189.45kN.mMBA=189.45kN.m计算各节点分配系数：（柱的修正系数为0.9）节点A，FμAA1=10.08/(10.08+10.08+8.58)=0.351μAA’=0.351μAB=0.298节点B，C，D，EμBA=μBC=8.58/(10.08+10.08+8.58)=0.23μBB1=μBB’=0.27l第一层计算g=11.25kN/m+6.19kN/m=17.44kN/m各杆的固端弯矩：集中力作用下MAB=-MBA=-Pl/8=-1/8*96.44*8.0=-96.44kN.m均布荷载作用下MAB=-MBA=-1/12*ql2=-1/12*17.44*8.02=-93.0kN.m88 MAB=-189.45kN.mMBA=189.45kN.m计算各节点分配系数：节点A,F向上μAA’=10.08/(10.08+9.92+8.58)=0.353向下μAA1=9.92/(10.08+9.92+8.58)=0.347μAB=0.30节点B,C,D,EμBA=μBC=8.58/(10.08+9.92+8.58*2)=0.231μBB1=μBB’=0.267恒载作用下形成的固端弯矩节点处不平衡，采用弯矩分配法进行弯矩重分配，计算过程如图3.3。88 图3.3恒载作用下的弯矩分配弯矩分配法88 3.11.3活荷载作用下框架梁的结构的内力计算l第四层计算把三角形荷载转化为等效荷为g’2=5q2/8=5.0kN/m则框架梁上的均布荷载为g=5.0kN/m各杆的固端弯矩：集中力作用下MAB=-MBA=-Pl/8=-1/8*32*8.0=-32kN.m均布荷载作用下MAB=-MBA=-1/12*ql2=-1/12*5.0*8.02=-26.67kN.mMAB=-58.67kN.mMBA=58.67kN.ml第一-三层计算g’2=5g2/8=10kN/m各杆的固端弯矩集中力作用下MAB=-MBA=-Pl/8=-1/8*64*8.0=-64kN.m均布荷载作用下MAB=-MBA=-1/12*ql2=-1/12*10*8.02=-53.33kN.mMAB=-117.33kN.mMBA=117.33kN.m活荷载作用下形成的固端弯矩节点处不平衡，采用弯矩分配法进行弯矩重分配，计算过程如图3.4。88 图3.4活载作用下的弯矩分配88 弯矩分配法3.12框架内力组合3.12.1实际荷载作用内力（1）实际荷载作用下的跨中弯矩计算已知框架梁端弯矩M求V时，采用结构力学取脱离体的方法。计算公式：表3.13实际荷载作用下的跨中弯矩计算类别项目AB跨梁层次MAMB左VAVB左M跨中恒荷载作用下4-109.2642.19161.96-145.2577.583-149.4428.23168.73-138.43644.842-146.4328.23168.73-138.81640.311-142．5928.42167.85-139.31634.47活荷载作用下4-37.9813.4923.06-16.9490.223-88.6617.4848.9-31.1204.262-89.6317.4849-30.98205.631-91.3117.649.21-30.79208.151类别项目BC跨梁层次MB右MC左VB右VC左M跨中恒荷载作用下400153.58153.58434.8300153.58153.58434.8200153.58153.58434.8100153.58153.58434.8活荷载作用下400202040300404080200404080100404080（2）弯矩条幅在竖向荷载作用下，可以考虑梁端塑性变形内力重分布而对梁端负弯矩进行调幅，调幅系数为0.85.调幅计算过程见表3.14.88 表3.14弯矩调幅表类别项目AB跨梁层次MAMA’MB左MB左’M跨中M跨中’恒荷载作用下4-109.26-92.8742.1935.87577.58577.583-149.44-127.0328.2323.99644.84644.842-146.43-124.4628.2323.99640.31640.311-142．59-121.228.4224.16634.47634.47活荷载作用下4-37.98-32.2813.4911.4790.2290.223-88.66-75.3617.4814.86204.26204.262-89.63-76.1817.4814.86205.63205.631-91.31-77.6117.614.96208.151208.1513.12.2框架梁的内力组合表3.15框架梁的内力组合表位置内力荷载类别竖向荷载组合竖向荷载与地震组合恒载①活载②风荷载③地震荷载④1.2①+1.0*1.4②±0.6*1.4③1.35①+Ψ1.4②1.2((①+0.8②)±1.3④4AM-92.87-32.282.6381.02-154.4-158.8-170.5-37.105-247.7V161.9623.060.5581.02227.1226.16250.93321.816111.16跨中M490.9476.6800696.5696.48770.12662.747662.74V8.383.060014.3414.3415.59712.993612.993B左M35.86511.471.8156.0760.6257.56964.475126.945-18.84V-145.216.940.5517.14-150.1-150.9-172.3-135.69-180.2B右M001.8156.071.526-1.526072.8962-72.89V153.58200.4514.02212.7211.91235.33221.720185.27跨中M369.583400491.1491.09546.53476.136476.13V000000000C左M001.8156.071.526-1.526072.8962-72.89V153.58200.4514.01212.7211.91235.33221.720185.2788 3AM-127.0-75.365.95163.0-252.9-262.9-276.9-12.885-436.6V168.7348.91.3536.91272.0269.80296.24297.414201.42跨中M548.11173.600900.8900.80983.02824.414824.41V15.158.90030.6430.6432.91226.72426.724B左M23.99414.864.80132.353.6345.55853.195215.121-129.0V-138.4-31.11.3536.91-208.5-210.7-230.4-147.97-243.9B右M004.80132.34.038-4.0380172.062-172.0V153.58401.233.08241.3239.28263.33265.711179.68跨中M368.586800537.4537.49592.78507.576507.57V000000000C左M004.80132.34.038-4.0380172.062-172.0V153.58401.233.08241.3239.28263.33265.711179.682AM-124.4-76.189.54226.9-247.9-264.0-274.672.5593-517.5V168.35492.1450.87272.4268.82295.87315.198182.92跨中M544.26174.700897.8897.80979.4820.904820.90V14.779.010030.3330.33832.55326.373626.373B左M23.99414.867.56180.055.9543.24253.195277.120-191.0V-138.8-30.982.1450.87-208.1-211.7-230.7-130.17-262.4B右M007.56180.06.354-6.3540234.062-234.0V153.58401.8945.01241.8238.70263.33281.211164.18跨中M369.586800538.6538.69594.13508.776508.77V000000000C左M007.56180.06.354-6.3540234.062-234.0V153.58401.8945.01241.8238.70263.33281.211164.181AM-21.2-77.6113.7274.7-122.5-145.6-137.2257.247-457.1V167.8549.213.0460.71272.8267.76295.49327.595169.72跨中M539.3176.900894.8894.85975.75817.010817.01V14.279.210030.0130.01832.15825.965625.965B左M24.15514.9610.5210.958.7741.08453.553317.616-230.9V-139.3-30.793.0460.71-207.7-212.8-231.1-117.79-275.6B右M0010.5210.98.845-8.8450274.268-274.2V153.58403.0452.74242.8237.74263.33291.263154.12跨中M369.586800538.6538.69594.13508.776508.77V00000000088 C左M0010.5210.98.845-8.8450274.268-274.2V153.58403.0452.74242.8237.74263.33291.263154.1(注:Ψ对于顶层取0.7,其它层取0.9)3.12.3框架柱的内力组合表3.16框架柱的内力组合表层次位置内力荷载类别恒载①活载②风荷载③地震荷载④4A柱柱顶M109.25937.9972.6381.02N161.9623.060.5617.137柱底M80.14844.331.4143.63N205.9675.060.5613.137B柱柱顶M15.6144.9943.63112.15N016.940.223.118柱底M7.6244.7212.6982.89N320.2135.10.113.1183A柱柱顶M69.29344.334.54119.37N374.69179.061.9154.056柱底M72.8443.1913.591.9N418.69283.061.9154.056B柱柱顶M7.6244.7216.93181.82N320.2343.10.266.948柱底M7.6244.7215.67148.76N640.4551.10.266.9482A柱柱顶M73.58746.4366.04135.06N587.04387.063.05104.032柱底M88.38854.746.04135.06N631.04491.063.05104.932B柱柱顶M7.6244.7219.46211.33N640.4759.10.5112.812柱底M7.6494.739.46211.33N960.6969.10.5112.81288 1A柱柱顶M54.20233.5717.11139.71N798.89595.066.09165.65柱底M27.10118.7914.3259.46N960.6699.066.09165.65B柱柱顶M7.6494.7311.6210.62N1321175.10.9220.786柱底M3.8252.36516.03290.85N1280.81383.10.9220.786(注:Ψ对于顶层取0.7,其它层取0.9)续表3.16竖向荷载组合竖向荷载与地震组合1.2①+1.0*1.4②±0.6*1.4③1.35①+Ψ1.4②1.2((①+0.8②)±1.3④186.5158182.0974184.73671272.9139262.26192227.1064226.1656241.2448238.7677194.2115159.424157.0552151.6432195.453482.0154352.7064351.7656351.6048336.2877302.131528.777622.679225.97302169.32604-122.2639623.900823.531216.601220.315812.20918.017813.498614.91898121.43796-94.07604573.4724573.2876564.668517.9894509.8826149.0272141.4136.98895280.8894-29.4726701.9164698.7076681.3103691.7984551.2528150.8154144.9354140.66118248.341369.40136900.3164897.1076842.6303844.4384703.892821.57949.93714.91898250.04696-222.68504864.7984864.3616768.508722.6484704.583620.52110.995414.91898207.06896-179.707041540.23841539.80161404.6181306.56841288.5036158.3884148.2412144.84973308.46096-42.695041248.8941243.771171.82281211.2672940.784187.7752177.628172.969334.194-16.9621447.2941442.171333.14281365.07721092.25423.70467.811814.91898288.40996-261.0480488 1831.64841830.79161608.4581513.87161480.560423.74727.854414.96155288.4486-261.00942509.88842509.03162246.5282099.71162066.4004118.0142106.0694106.07228278.89356-84.352441796.86761786.63641661.66031745.27061314.580670.839246.815255.00055387.8576-286.73842136.51962126.28841981.88882039.16261608.472625.54486.056814.96155287.5256-260.08641804.31281802.76721329.7981313.51781259.474221.3662-5.56427.48145384.9654-371.24463474.07283472.52723084.5182891.75782837.714288 4楼板计算4.1荷载计算取标准房间作为代表进行计算，恒荷载设计值，活荷载设计值按弹性理论计算，在求各区格板跨内正弯矩时，按恒载均布及活载棋盘式布置计算，取荷载：，在求各中间支座最大负弯矩时，按恒荷载及活荷载满布各区格板计算，取荷载：4.2双向板弯矩计算表4.1双向板弯矩计算表区格每块板跨内支座4.3双向板配筋计算考虑该区格板四周与梁整体相连，乘以折减系数0.8.表4.2双向板配筋计算表截面选配钢筋实配钢筋跨中3.178100159.31963.178100159.319688 支座X方向6.96100348.9359Y方向6.96100348.93595板式楼梯计算5.1楼梯板TB-1计算5.1.1TB-1示意图TB-1示意图见图5.1图5.1TB-1示意图5.1.2基本资料（1）依据规范：《建筑结构荷载规范》（GB50009－2001）《混凝土结构设计规范》（GB50010－2002）（2）几何参数：楼梯净跨:L1=3920mm楼梯高度:H=2500mm梯板厚:t=150mm踏步数:n=15(阶)上平台楼梯梁宽度:b1=200mm（3）荷载标准值：可变荷载：q=2.50kN/m2面层荷载：qm=1.70kN/m288 栏杆荷载：qf=0.20kN/m2（4）材料信息：混凝土强度等级:C30fc=14.30N/mm2ft=1.43N/mm2Rc=25.0kN/m3钢筋强度等级:HPB235fy=210.00N/mm2抹灰厚度：c=20.0mmRs=20kN/m3梯段板纵筋合力点至近边距离：as=20mm支座负筋系数：α=0.255.1.3计算过程（1）楼梯几何参数：踏步高度：h=0.1660m踏步宽度：b=0.2800m计算跨度：L0=L1＋b1/2－b=3.92＋0.20/2－0.28=3.74m梯段板与水平方向夹角余弦值：cosα=0.868（2）荷载计算(取B=1m宽板带)：梯段板：面层：gkm=(B＋B·h/b)qm=(1＋1×0.166/0.28)×1.70=2.71kN/m自重：gkt=Rc·B·(t/cosα＋h/2)=25×1×(0.15/0.87＋0.166/2)=6.39kN/m抹灰：gks=RS·B·c/cosα=20×1×0.02/0.87=0.46kN/m恒荷标准值：Pk=gkm＋gkt＋gks＋qf=2.71＋6.39＋0.46＋0.20=9.76kN/m恒荷控制：Pn(G)=1.35gk＋1.4·0.7·B·q=1.35×9.76＋1.4×0.7×1×2.50=15.63kN/m活荷控制：Pn(L)=1.2gk＋1.4·B·q=1.2×9.76＋1.4×1×2.50=15.21kN/m荷载设计值：Pn=max{Pn(G),Pn(L)}=15.63kN/m（3）内力计算考虑到梯段梁与平台梁整浇，平台对斜板的转动变形有一定的约束作用，故计算板的跨中正弯矩时，常近似取M=1/10PL2=15.63×3.922/10=24.02kN·m（4）配筋计算（计算结果为每米宽板带的配筋）88 =24.02×106/（1.0×14.30×1000×1302）=0.0994=0.9475纵筋(①号)计算面积24.02×106/（210×0.9475×130）=928.61mm2选用钢筋d10/12@100（实配面积958mm2）支座负筋(②、③号)计算面积：As"=αAs=0.25×928.61=232.15mm2选用钢筋d6@100（实配面积：283mm2）分布钢筋（④号）选用钢筋d6@250（实配面积：113mm2）5.2楼梯板TB-2计算5.2.1示意图图5.2TB-2示意图5.2.2基本资料（1）依据规范：《建筑结构荷载规范》（GB50009－2001）《混凝土结构设计规范》（GB50010－2002）（2）几何参数：88 楼梯净跨:L1=3080mm楼梯高度:H=2000mm梯板厚:t=150mm踏步数:n=12(阶)上平台楼梯梁宽度:b1=200mm下平台楼梯梁宽度:b2=200mm（3）荷载标准值：可变荷载：q=2.50kN/m2面层荷载：qm=1.70kN/m2栏杆荷载：qf=0.20kN/m（4）材料信息：混凝土强度等级:C30fc=14.30N/mm2ft=1.43N/mm2Rc=25.0kN/m3钢筋强度等级:HPB235fy=210.00N/mm2抹灰厚度：c=20.0mmRs=20kN/m3梯段板纵筋合力点至近边距离：as=20mm支座负筋系数：α=0.255.2.3计算过程（1）楼梯几何参数：踏步高度：h=0.1660m踏步宽度：b=0.2800m计算跨度：L0=L1＋(b1＋b2)/2=3.08＋(0.20＋0.20)/2=3.28m梯段板与水平方向夹角余弦值：cosα=0.854（2）荷载计算(取B=1m宽板带)：梯段板：面层：gkm=(B＋B·h/b)qm=(1＋1×0.13/0.28)×1.70=2.49kN/m自重：gkt=Rc·B·(t/cosα＋h/2)=25×1×(0.15/0.85＋0.13/2)=6.04kN/m抹灰：gks=RS·B·c/cosα=20×1×0.02/0.85=0.47kN/m恒荷标准值：Pk=gkm＋gkt＋gks＋qf=2.49＋6.04＋0.47＋0.20=9.2kN/m恒荷控制：Pn(G)=1.35gk＋1.4·0.7·B·q=1.35×9.2＋1.4×0.7×1×2.50=14.87kN/m活荷控制：Pn(L)=1.2gk＋1.4·B·q=1.2×9.2＋1.4×1×2.50=14.54kN/m荷载设计值：Pn=max{Pn(G),Pn(L)}=14.87kN/m88 （3）内力计算考虑到梯段梁与平台梁整浇，平台对斜板的转动变形有一定的约束作用，故计算板的跨中正弯矩时，常近似取M=1/10PL2=14.87×3.082/10=13.36kN·m（4）配筋计算（计算结果为每米宽板带的配筋）=13.36×106/（1.0×14.30×1000×1302）=0.0553=0.9715纵筋(①号)计算面积24.02×106/（210×0.9715×130）=905.66mm2选用钢筋d10/12@100（实配面积958mm2）支座负筋(②、③号)计算面积：As"=αAs=0.25×905.66=226.42mm2选用钢筋d6@100（实配面积：283mm2）分布钢筋（④号）选用钢筋d6@250（实配面积：113mm2）5.3平台板PB-2计算平台板厚按跨高比要求，取h≥L/30=1300/30=43mm。单向板最小厚度为60mm，取h=70mm平台板一般设计成单向板，可取每米宽板带进行计算。（1）荷载计算平台板自重：0.07×1.0×25=1.75kN/m面层重：0.02×1.0×20=0.4kN/m板底抹灰重：0.015×1.0×17=0.225kN/m恒荷标准值：Pk=1.75＋0.4＋0.225=2.38kN/m恒荷控制：Pn(G)=1.35gk＋1.4·0.7·B·q=1.35×2.38＋1.4×0.7×1×2.50=5.66kN/m活荷控制：Pn(L)=1.2gk＋1.4·B·q=1.2×2.38＋1.4×1×2.50=6.36kN/m荷载设计值：Pn=max{Pn(G),Pn(L)}=6.36kN/m（2）内力计算由于两端与平台梁整浇，故计算跨度取支撑中心线的距离，即L0=1300+100=1400m88 板跨中弯矩M=1/8PL2=6.36×1.42/8=1.56kN·m（1）配筋计算H0=70-15=55mm=1.56×106/（1.0×14.30×1000×552）=0.0361=0.96541.56×106/（210×0.9654×55）=139.9mm2选用钢筋d8@200（实配面积：251mm2）5.4平台梁TL-1计算钢筋强度等级:HRB235fy=300.00N/mm2梁的截面尺寸：b×h=200mm×300mm（1）荷载计算。梯段板传来的荷载：14.87×4.02/2=29.89kN/m平台板传来的荷载：6.36×1.4/2=4.45kN/m梁自重：0.2×（0.3-0.07）×25+0.02×（0.3-0.07）×17=1.228kN/m荷载设计值：P=29.89+4.45+1.2×1.228=35.81kN/m（2）内力计算。计算跨度：L=l0+a=2.5+0.2=2.7m1.05l0=1.05×2.5=2.63m取L=2.63m跨中弯矩：M=1/8PL2=35.81×2.632/8=30.96kN·m支座剪力：V=1/2Pl0=37.34×2.5/2=46.68（取支座边缘截面处剪力）（3）配筋计算①纵向钢筋计算（按倒L形截面）。翼缘宽度：bf，=l0/6=2.63/6=0.438mbf，=b+Sn/2=0.2+1.2/2=0.8m取小值bf，=0.438m88 判断截面类型：1.0×14.3×438×70×（265-70/2）=100.84kN·m﹥40.6kN·m属于第一类T型截面。=30.96×106/（1.0×14.30×438×2652）=0.0704=0.9635As=M/fyγSh0=30.96×106/（300×0.9635×265）=404.2mm2选用钢筋3根直径为14mm的二级钢筋（实配面积：461mm2）①腹筋计算。截面校核：0.25×1.0×14.3×200×265=189.48kN截面尺寸满足要求。0.7×1.43×200×265=53.05kN不需要计算配置箍筋，根据《混凝土结构设计规范》（GB50010-2002）第10.2.10条规定，配置箍筋直径不小于6mm，间距不宜大于200mm，故选用构造配箍8@200.根据《混凝土结构设计规范》（GB50010-2002）10.2.6条规定，梁段实际受到部分约束但按简支计算时，应在支座区上部设置纵向构造钢筋，其截面面积不应小于梁跨中下部总想受力钢筋的1/4，且不应小于2根；在上部配置构造钢筋截面面积：461/4=120mm2，配置2根直径为10mm的二级钢筋（157mm2），其伸入支座的锚固长度为：L=0.14×300×10/1.27=330.7mm88 6阶梯柱基计算6.1基础设计概述根据《建筑地基基础设计规范》（GB50007－2002），“场地和地基条件简单、荷载分布均匀的7层及7层以下的民用建筑及一般工业建筑；次要的轻型建筑”属于地基基础设计等级的丙级。本工程场地、地基条件简单，且荷载分布均匀。故基础按丙级进行设计。6.2.1柱基平面示意图本工程的基础类型采用阶梯柱基。其平面示意图及剖面示意图见图6.1和图6.2。图6.1平面示意图图6.2剖面示意图6.2.2基本参数（1）依据规范《建筑地基基础设计规范》（GB50007－2002）《混凝土结构设计规范》（GB50010－2002）《简明高层钢筋混凝土结构设计手册（第二版）》88 （2）几何参数：已知尺寸：B1=1500mm,A1=1500mmH1=450mm,H2=200mmB=650mm,A=650mmB3=700mm,A3=700mm无偏心：B2=1500mm,A2=1500mm基础埋深d=1.50m钢筋合力重心到板底距离as=80mm（3）荷载值：(1)作用在基础顶部的基本组合荷载F=1549.10kNMx=181.80kN·mMy=11.20kN·mVx=3.90kNVy=-76.10kN折减系数Ks=1.35(2)作用在基础底部的弯矩设计值绕X轴弯矩:M0x=Mx－Vy·(H1＋H2)=181.80－-76.10×0.65=231.27kN·m绕Y轴弯矩:M0y=My＋Vx·(H1＋H2)=11.20＋3.90×0.65=13.73kN·m(3)作用在基础底部的弯矩标准值绕X轴弯矩:M0xk=M0x/Ks=231.27/1.35=171.31kN·m绕Y轴弯矩:M0yk=M0y/Ks=13.73/1.35=10.17kN·m（4）材料信息：混凝土：C35钢筋：HPB235(Q235)（5）基础几何特性：底面积：S=(A1＋A2)(B1＋B2)=3.00×3.00=9.00m2绕X轴抵抗矩：Wx=(1/6)(B1+B2)(A1+A2)2=(1/6)×3.00×3.002=4.50m3绕Y轴抵抗矩：Wy=(1/6)(A1+A2)(B1+B2)2=(1/6)×3.00×3.002=4.50m36.2.3计算过程（1）修正地基承载力当基础宽度大于3m或埋置深度大于0.5m时，从原位测试法确定的地基承载力特征值，尚应进行基础宽度和深度的修正。修正公式为：88 修正后的地基承载力特征值fa=200.00kPa（2）轴心荷载作用下地基承载力验算计算公式：按《建筑地基基础设计规范》（GB50007－2002）下列公式验算：pk=(Fk＋Gk)/A(5.2.2－1)Fk=F/Ks=1549.10/1.35=1147.48kNGk=20S·d=20×9.00×1.50=270.00kNpk=(Fk＋Gk)/S=(1147.48＋270.00)/9.00=157.50kPa≤fa，满足要求。（3）偏心荷载作用下地基承载力验算计算公式：按《建筑地基基础设计规范》（GB50007－2002）下列公式验算：当e≤b/6时，pkmax=(Fk＋Gk)/A＋Mk/W(5.2.2－2)pkmin=(Fk＋Gk)/A－Mk/W(5.2.2－3)当e＞b/6时，pkmax=2(Fk＋Gk)/3la(5.2.2－4)X、Y方向同时受弯。偏心距exk=M0yk/(Fk＋Gk)=10.17/(1147.48＋270.00)=0.01me=exk=0.01m≤(B1＋B2)/6=3.00/6=0.50mpkmaxX=(Fk＋Gk)/S＋M0yk/Wy=(1147.48＋270.00)/9.00＋10.17/4.50=159.76kPa偏心距eyk=M0xk/(Fk＋Gk)=171.31/(1147.48＋270.00)=0.12me=eyk=0.12m≤(A1＋A2)/6=3.00/6=0.50mpkmaxY=(Fk＋Gk)/S＋M0xk/Wx=(1147.48＋270.00)/9.00＋171.31/4.50=195.57kPapkmax=pkmaxX＋pkmaxY－(Fk＋Gk)/S=159.76＋195.57－157.50=197.83kPa≤1.2×fa=1.2×200.00=240.00kPa，满足要求。（4）基础抗冲切验算计算公式：按《建筑地基基础设计规范》（GB50007－2002）下列公式验算：Fl≤0.7·βhp·ft·am·h0(8.2.7－1)Fl=pj·Al(8.2.7－3)88 am=(at＋ab)/2(8.2.7－2)pjmax,x=F/S＋M0y/Wy=1549.10/9.00＋13.73/4.50=175.17kPapjmin,x=F/S－M0y/Wy=1549.10/9.00－13.73/4.50=169.07kPapjmax,y=F/S＋M0x/Wx=1549.10/9.00＋231.27/4.50=223.51kPapjmin,y=F/S－M0x/Wx=1549.10/9.00－231.27/4.50=120.73kPapj=pjmax,x＋pjmax,y－F/S=175.17＋223.51－172.12=226.57kPa①柱对基础的冲切验算：计算冲切截面超出基础冲切范围。故柱对基础冲切满足要求。②变阶处基础的冲切验算：H0=H1－as=0.45－0.08=0.37mX方向：Alx=1/4·(A3＋2H0＋A1＋A2)(B1＋B2－B3－2H0)=(1/4)×(0.70＋2×0.37＋3.00)(3.00－0.70－2×0.37)=1.73m2Flx=pj·Alx=226.57×1.73=392.32kNab=min{A3＋2H0,A1＋A2}=min{0.70＋2×0.37,3.00}=1.44mamx=(at＋ab)/2=(A3＋ab)/2=(0.70＋1.44)/2=1.07mFlx≤0.7·βhp·ft·amx·H0=0.7×1.00×1570.00×1.070×0.370=435.09kN，满足要求。Y方向：Aly=1/4·(B3＋2H0＋B1＋B2)(A1＋A2－A3－2H0)=(1/4)×(0.70＋2×0.37＋3.00)(3.00－0.70－2×0.37)=1.73m2Fly=pj·Aly=226.57×1.73=392.32kNab=min{B3＋2H0,B1＋B2}=min{0.70＋2×0.37,3.00}=1.44mamy=(at＋ab)/2=(B3＋ab)/2=(0.70＋1.44)/2=1.07mFly≤0.7·βhp·ft·amy·H0=0.7×1.00×1570.00×1.070×0.370=435.09kN，满足要求。（5）基础受压验算计算公式：《混凝土结构设计规范》（GB50010－2002）Fl≤1.35·βc·βl·fc·Aln(7.8.1-1)局部荷载设计值：Fl=1549.10kN88 混凝土局部受压面积：Aln=Al=B×A=0.65×0.65=0.42m2混凝土受压时计算底面积：Ab=min{B＋2A,B1＋B2}×min{3A,A1＋A2}=3.80m2混凝土受压时强度提高系数：βl=sq.(Ab/Al)=sq.(3.80/0.42)=3.001.35βc·βl·fc·Aln=1.35×1.00×3.00×16700.00×0.42=28575.79kN≥Fl=1549.10kN，满足要求。（6）基础受弯计算计算公式：按《简明高层钢筋混凝土结构设计手册（第二版）》中下列公式验算：MⅠ=β/48·(L－a)2(2B＋b)(pjmax＋pjnx)(11.4－7)MⅡ=β/48·(B－b)2(2L＋a)(pjmax＋pjny)(11.4－8)①柱根部受弯计算：G=1.35Gk=1.35×270.00=364.50kNⅠ-Ⅰ截面处弯矩设计值：pjnx=pjmin,x＋(pjmax,x－pjmin,x)(B1＋B2＋B)/2/(B1＋B2)=169.07＋(175.17－169.07)×(3.00＋0.65)/2/3.00=172.78kPaMⅠ=β/48·(B1＋B2－B)2[2(A1＋A2)＋A](pjmax,x＋pjnx)=1.0000/48×(3.00－0.65)2×(2×3.00＋0.65)×(175.17＋172.78)=266.22kN·mⅡ-Ⅱ截面处弯矩设计值：pjny=pjmin,y＋(pjmax,y－pjmin,y)(A1＋A2＋A)/2/(A1＋A2)=120.73＋(223.51－120.73)×(3.00＋0.65)/2/3.00=183.26kPaMⅡ=β/48·(A1＋A2－A)2[2(B1＋B2)＋B](pjmax,y＋pjny)=1.0452/48×(3.00－0.65)2×(2×3.00＋0.65)×(223.51＋183.26)=325.29kN·mⅠ-Ⅰ截面受弯计算：相对受压区高度：ζ=0.016491配筋率：ρ=0.001311ρ<ρmin=0.001500ρ=ρmin=0.001500计算面积：975.00mm2/mⅡ-Ⅱ截面受弯计算：相对受压区高度：ζ=0.020188配筋率：ρ=0.00160588 计算面积：915.07mm2/m②变阶处受弯计算：Ⅰ-Ⅰ截面处弯矩设计值：pjnx=pjmin,x＋(pjmax,x－pjmin,x)(B1＋B2＋B3)/2/(B1＋B2)=169.07＋(175.17－169.07)×(3.00＋0.70)/2/3.00=172.83kPaMⅠ=β/48·(B1＋B2－B3)2[2(A1＋A2)＋A3](pjmax,x＋pjnx)=1.0000/48×(3.00－0.70)2×(2×3.00＋0.70)×(175.17＋172.83)=256.97kN·mⅡ-Ⅱ截面处弯矩设计值：pjny=pjmin,y＋(pjmax,y－pjmin,y)(A1＋A2＋A3)/2/(A1＋A2)=120.73＋(223.51－120.73)×(3.00＋0.70)/2/3.00=184.11kPaMⅡ=β/48·(A1＋A2－A3)2[2(B1＋B2)＋B3](pjmax,y＋pjny)=1.0438/48×(3.00－0.70)2×(2×3.00＋0.70)×(223.51＋184.11)=314.16kN·mⅠ-Ⅰ截面受弯计算：相对受压区高度：ζ=0.038196配筋率：ρ=0.003037计算面积：1123.86mm2/mⅡ-Ⅱ截面受弯计算：相对受压区高度：ζ=0.046905配筋率：ρ=0.003730计算面积：1380.12mm2/m6.2.4计算结果（1）X方向弯矩验算结果：计算面积：1123.86mm2/m采用方案：d12@100实配面积：1130.97mm2/m（2）Y方向弯矩验算结果：计算面积：1380.12mm2/m采用方案：d14@100实配面积：1539.38mm2/m88 7总结为期16周的毕业设计让我受益非浅。首先，这使我对本专业的基础知识有了更进一步的了解。之前很多不明白的地方，通过查资料或者是请教老师，询问同学，都得到明确的回答。同时经过这一过程中我遇到了学习上的空前难度，也使我对以前的学习态度有了反省，我相信这对我以后的学习和工作会有很大的促进作用；其次，通过本次的毕业设计，我学会了运用PKPM软件来进行结构模型内力分析和验算，我相信熟练掌握和运用这个现在工程上广为流行的软件会对我的以后在本专业上做进一步的发展会有很大的实际作用。最后，提高了我其他很多方面的综和运用能力。如：用AutoCAD绘图；用MicrosoftWORD撰写论文，用MicrosoftEXCEL处理数据，检验和提高了我的计算机水平。今天我所训练的能力在未来的工作中必然发挥重要的作用，甚至将影响我的人生方向。在这次的设计中，我遇到了学习上最多以及最大的困难，通过各种努力，都得到了最大程度的解决。如此，我不但学到了一些非常必要的设计常识，还很大程度上训练了我的学习能力，提高了解决问题的能力，锻炼了克服困难的毅力。过程是艰苦的，也是充实而快乐的。设计是精益求精的过程，需要不断的反复的寻找更科学的，更经济的方案，这个过程无疑是枯燥的，但我们的有效思维可以让进程更快，并且得到更佳的结果，当我们的劳动得到一次次回报的时候，就是你人生价值实现的时候。我想无论今后的学习和工作，我都会以无比的热忱和认真的态度对待。88 致谢在做毕业设计的三个多月中我重新温习了很多专业课程，并学到了许多新的知识。该毕业设计，是在得到了很多老师及同学的帮助，才得以顺利的完成的。在此，特别要感谢的是我的毕业设计指导老师刘利清老师，她为我的毕业设计花费了不少时间，包括对我专业知识指导以及对我设计的审查等，在此向她表示诚挚的谢意！同时，我就要毕业了，我也要对大学四年来教导过我的老师们，表示深深的谢意，是你们的辛勤劳动，把我教育成为合格的大学生，让我不仅学到了丰富的知识，也懂得了人生的真谛。88 参考文献[1]包世华.结构力学（上、下）[M].武汉：武汉理工大学出版社，2003[2]吴培明、彭少民.混凝土结构（上、下）[M].武汉：武汉理工大学出版社，2004[3]赵明华.土力学与地基基础[M].武汉：武汉理工大学出版社，2002[4]赵西安.钢筋混凝土高层建筑结构设计[M].北京：中国建筑工业出版社，2000[5]李国胜.多层高层钢筋混凝土结构设计中疑难问题的处理及算例[M].北京：中国建筑工业出版社，2006[6]建筑结构制图标准编制组.建筑结构制图标准（GB/T50101-2001）[S].北京：中国建筑工业出版社，2001[7]建筑结构荷载规范编制组.建筑结构荷载规范（GB50009-2001）[S].北京:中国建筑工业出版社,2002.[8]混凝土结构设计规范编写组.混凝土结构设计规范（GB50010-2002）[S].北京:中国建筑工业出版社,2002[9]建筑抗震设计规范编制组.建筑抗震设计规范（GB50011-2001）[S].北京:中国建筑工业出版社,2001.[10]建筑地基基础设计规范编制组.建筑地基基础设计规范（GB50007-2002）[S].北京:中国建筑工业出版社,2002.[11]中国建筑科学研究院.PMCAD用户手册及技术条件[M].北京：PKPMCAD工程部，2002[12]中国建筑科学研究院.PK用户手册及技术条件[M].北京：PKPMCAD工程部，2002[13]中国建筑科学研究院.SATWE用户手册及技术条件[M].北京：PKPMCAD工程部，2002[14]ParkRandPaulayT.ReinforcedConcretestructures[M].NewYork:JohnWiley&Sons,1975[15]MacgregorJamesG.Reinforced-mechanics&Design[M].NewJersey,USA:PrenticeHall,EnglewoodCliffs,1998[16]BungaleS.Taranath,steel,Concrete&CompositeDesignofTallbuilding[M].NewYork:Mcgraw-hill,1998[17]BjorkB.-C.Informationtechnologhyincontruction:domaindefinitionandresearchissues[J]InternationalJournalofComputerIntegratedDesignandConstruction,1999,1(1):3-16.88'