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'十六层钢筋混凝土住宅楼结构设计计算书毕业设计目录第一部分中英文摘要3第二部分毕业设计4第1章建筑设计41.1设计资料41.1.1工程概况41.1.2设计条件41.1.3建筑指标41.2建筑方案4第2章结构设计62.1结构设计依据6设计遵循的规范、规程、技术规定及标准图集：62.2结构方案选型72.2.1结构体系选择及结构布置72.2.2基础选型92.2.3材料92.3结构基本尺寸确定及截面几何特征92.3.1框架梁截面尺寸92.3.2框架柱截面尺寸92.3.3板的厚度102.4荷载计算102.4.1恒载取值102.4.2活载取值122.5楼梯设计142.5.1标准层楼梯基本资料152.6楼板设计172.6.1设计资料172.6.2荷载设计值172.6.3计算跨度：（轴线间距离）172.6.4板弯矩计算172.7基础设计952.7.1工程地质资料952.7.2基础方案选型952.7.3桩承台设计举例95本科生毕业论文（设计）任务书101第四部分开题报告109第五部分外文翻译114100
本科生毕业论文（设计）开题报告考核128致谢129浙江大学本科生毕业论文（设计）诚信承诺书130十六层钢筋混凝土住宅楼结构设计第一部分中英文摘要中文摘要：首先确定住宅楼的建筑设计方案，然后根据建筑方案依据有关规范进行结构设计，包括结构基本尺寸的确定、荷载计算、楼梯设计、楼板设计、梁柱剪力墙设计、基础设计等部分。关键词：荷载、梁、柱、剪力墙、轴力、弯矩、剪力、配筋Abstract：Firstdeterminethearchitecturaldesignofresidentialbuildings,andthenaccordingtotheconstructionplaninaccordancewiththerelevantspecificationforstructuraldesign,includingthebasicsizeofstructuredetermination,loadcalculation,staircasedesign,floordesign,beamandcolumnshearwalldesign,foundationdesignetc..Keywords:Load,beam,column,shearwall,axialforce,bendingmoment,shear,reinforcement100
第二部分毕业设计第1章建筑设计1.1设计资料1.1.1工程概况拟在杭州市区西溪建造一幢高层住宅楼。结构为钢筋混凝土框架-核心筒结构。总建筑面积为，该住宅楼地上16层，地下一层，顶层再设楼梯间、机房和消防水池。地上各层层高为2.8m，地下室层高3.5建筑总高度为42.00m，结构总高度为41.97m。1.1.2设计条件1、建设地点：杭州市2、全年主导方向东南，基本风压：3、场地条件：第一层：杂填土3m第二层：淤泥质土，软塑，，厚3m第二层：轻亚粘土、可塑，，厚3m第三层：中等风化岩,厚度大于5m地下水位在地面以下8m,对混凝土无侵蚀性4、抗震设防烈度按6度进行设计，场地土为Ⅱ类，设计地震分组为第一组1.1.3建筑指标1、建筑类型：II类2、建筑物安全等级：II级3、耐火等级：II级1.2建筑方案1.2.1该住宅楼长为85.0m，宽为20.2m。建筑总高度为42.00m。设计标高:室内设计标高±0.000m,室外地坪标高-0.30m(室内外采用斜坡道）。1.2.2墙体1．墙体材料详结施图。但采用轻质隔断时，材质详建施图，并限制轻质隔断材料自重≤1.1KN/m2。2．构造柱以结施图为准。3．填充墙在不同材料连接处，均应按构造配制拉接钢筋，具体详结施图。4．凡砖砌设备管道井均用1∶3100
水泥砂浆砌筑，不能进入的竖向管井，内壁随砌随抹平。5．外墙与轴线关系，向外凸出轴线130mm,向内(户内侧)凸出轴线100mm。内墙与轴线关系详各层平面图。1.2.3楼地面1．楼地面面层做法详室内装修表。2．卫生间结构标高应低于相邻楼面80，阳台面层标高低于相邻楼面50，且楼板沿墙迎水面（除门洞外）应做砼翻边，翻边高120，宽120。3．设地漏的房间，楼地面坡向地漏，坡度为0.5%。4．实心地面下凡有上下水管等设备管道直埋穿越时，管道基层按相关专业要求进行处理。5．凡不同饰面的材料，均在门扇位置分界。1.2.4屋面1．屋面做法：▲屋面（1）：（上人屋面）面层做法装修定，建议防腐木地板。40厚C20фb4@200双向钢筋网细石混凝土整浇层，随捣随抹。留缝宽15mm分仓缝，分仓缝以轴线分割，不大于6×6米，四周须留缝15mm，PVC油膏嵌缝；40厚挤塑保温板。3mmAPP塑性体改性沥青防水卷材(聚脂胎)。20厚1:3水泥砂浆找平。找坡层：1:6煤渣砼找坡，最薄处20厚。结构层。▲屋面（2）：（不上人屋面）40厚C20фb4@200双向钢筋网细石混凝土整浇层。留缝宽15mm分仓缝，分仓缝以轴线分割，不大于6×6米，四周须留缝，PVC油膏嵌缝。表面刷绿色或深色油漆。40厚挤塑保温板。3mmAPP塑性体改性沥青防水卷材(聚脂胎)。20厚1:3水泥砂浆找平。找坡层：1：6煤渣砼找坡，最薄处20厚。结构层。▲屋面（3）：（绿化屋面）面层做法详景观设计。绿化覆土，厚度详各平面。土工布过滤层，塑料夹层板H12(详园艺做法),由园艺施工单位实施。陶粒排水层(详园艺做法),由园艺施工单位实施。40厚C20фb4@200双向钢筋网（设置于上部）细石混凝土整浇层。留分仓缝，分仓缝以轴线分割，不大于6×6米，四周须留缝，PVC油膏嵌缝。40厚挤塑保温板。（无保温要求的除外）3mmAPP改性沥青聚脂胎防水卷材。20厚1:3水泥砂浆找平。1.5mm厚水泥基防水涂料；找坡层：1：6煤渣砼找坡，最薄处20厚。100
结构层。2．平屋面排水坡度：除非特别注明，平屋面排水坡度均为2%，檐沟纵向找坡材料除注明外，均采用C20细石砼找坡，坡度1%。3．屋面的细石砼或水泥砂浆保护层应设分格缝，分格缝纵横间距不大于6000，缝宽20，用防水油膏嵌密实。4．防水屋面基层与突出屋面结构的交界处，所有阴、阳角均应按施工规范要求做圆角。5．屋面檐沟：要求防水卷材跟通。6．屋面水落管规格详水施，水落管与墙面的距离须与外墙的装饰要求相配合。7．保温屋面所用材料具有吸水性的要求设排气管道，排气管道纵横向间距不大于6000，排气孔每36m2至少一个，并作密封处理。做法参照[99浙J14/24/25]。8．当高跨屋面雨水管出水口处在低跨屋面上时，应设400×400×40C20予制钢筋砼水簸箕，内配5φ6，双向钢筋。9．管道出屋面详[99J201（一）/44]。10．烟道出屋面详[99浙J14/45]。1.2.5粉刷1．内墙面、天棚面层装修详室内装修表，外墙面装修详立面图和外部装修表。2．砼墙体表面抹灰前，应将基层凿毛或洒1∶0.5水泥砂浆（内掺粘结剂）。3．砼顶棚抹灰前，应将基层清理干净，上刷界面剂。4．室内墙面、门洞、柱子等阳角处均做宽60，高大于2000的1∶2水泥砂浆隐性护角。5．凡不做窗台板的内窗台，均做20厚1∶2水泥砂浆粉刷，并突出内墙粉刷面5，高30。6．所有檐口、女儿墙压顶、雨蓬、挑板、阳台，无遮阳板的外窗洞上口及外墙装饰线脚端部均应做滴水线（可选用成品滴水线）。7．女儿墙、挑檐翻口、雨蓬翻口、外廊栏板等顶面粉刷均应向内侧做≥1%的排水坡度。8．在外填充墙与钢筋砼梁、柱交接处，钉0.8厚，宽度≥200的钢板网。9．凡做高级涂料刷面的外墙粉刷，找平层应满铺钉钢丝网防裂缝。1.2.6门窗.栏杆1．门窗立樘位置，除图中注明外，一般木门窗立樘均在墙面居中，金属门窗、塑钢窗、弹簧门、推拉门窗均居墙中，木门防火门樘子与开启方向墙面粉刷平。2．门垛宽度除图中注明外，凡垛宽120及在墙面上居中开门、窗洞时，在平面中不再注定位尺寸。3．外墙窗洞均应做C20细石砼窗台，尺寸详剖面图。宽度同洞口。4．铝合金门窗采用90系列断热型彩色铝合金(带纱窗),表面粉末喷涂；外墙窗选用普通中空玻璃5+9A+5，色彩选样定。凡窗台高度<900处，均在900处加做防护栏杆。户门传热系数<3.0W/(m²*K).门窗气密性等级不低于GB/T7107-2002规定的4级.第2章结构设计2.1结构设计依据100
设计遵循的规范、规程、技术规定及标准图集：1)建筑结构可靠度设计统一标准(GB50068-2001)2)建筑抗震设防分类标准(GB50223-2008)3)建筑结构荷载规范(GB50009-2001)（2006版）4)混凝土结构设计规范(GB50010-2010)5)建筑抗震设计规范(GB50011-2010)6)高层建筑混凝土结构技术规程(JGJ3-2010)7)建筑地基基础设计规范(GB50007-2011)8)建筑桩基技术规范(JGJ94-2008)9)钢结构设计规范(GB50017-2003)10)人民防空地下室设计规范(GB50038-2005)11)浙江省标准<<建筑地基基础设计规范>>(DB33/1001-2003)12)高层民用建筑设计防火规范(GB50045-95)2005年版13)砌体结构设计规范(GB50003-2001)14)建筑工程施工质量验收统一标准(GB50300)15)建筑地基基础工程施工质量验收规范(GB50202-2002)16)混凝土结构工程施工质量验收规范(GB50204-2002)17)混凝土结构施工图平面整体表示方法制图规则和构造详图(11G101-1)2.2结构方案选型2.2.1结构体系选择及结构布置该结构总高度为31.45m，地震基本烈度为7度，结构布置详见结构布置图100
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确定场地类别，结构抗震等级及地震分组1、确定场地类别：场地土类别为Ⅱ类2、结构抗震等级：本设计设防烈度为6度，且本建筑物为A级高度的高层建筑，建筑物高度为，按二级抗震等级计算3、设计地震分组：第一组2.2.2基础选型基础采用预应力混凝土管桩和承台的形式。2.2.3材料梁柱板的混凝土强度等级用C30；梁柱钢筋等级除箍筋和拉筋为HPB235外，其余均为HRB335；楼板钢筋等级为HPB235。2.3结构基本尺寸确定及截面几何特征2.3.1框架梁截面尺寸主梁截面尺寸：主梁横向跨度有，取取主梁纵向跨度为，：取取同理计算其他各种跨度的主梁次梁，最后得到以下几种尺寸的梁：2.3.2框架柱截面尺寸1、根据《高层建筑混凝土设计规程》，矩形截面柱边长，抗震设计时不宜小于，柱截面高宽比不宜大于3，同时，钢混柱轴压比不宜超过0.75。100
抗震设计时宜采用方柱，根据轴压比确定柱的截面尺寸：——结构单位面积的重量（竖向荷载），取——验算截面以上楼层层数——验算柱的负荷面积——调整系数，7度设防时中柱取1，边柱取1.1————混凝土轴心抗压强度设计值，C30混凝土——为轴压比限值，框架结构二级抗震时，但是，初选尺寸时可以不用通过上式计算，可以先估算柱截面的尺寸，然后再根据后面算出的轴压比来调整柱截面尺寸。经估算及后面根据轴压比的调整，决定采用以下几种截面尺寸的柱2.3.3板的厚度双向板，短边跨度为3600mm：，取单向板，短边跨度为1800mm：，取2.4荷载计算2.4.1恒载取值1、屋面板荷载厚加气砼隔热层C20细石砼防水层1.5mm厚SBS单组分橡胶防水厚1：8水泥陶粒找坡层厚水泥砂浆找平层厚钢筋砼板自重100
厚板底1：2水泥砂浆抹灰恒荷载共计：2、楼面板荷载厚上等耐磨砖厚1：4干硬性水泥砂浆厚钢筋砼板自重厚板底1：2水泥砂浆抹灰恒荷载共计：3、厨房卫生间阳台荷载10mm厚大面积防滑水磨石25厚1：2水泥砂浆找平防水层100mm厚现浇混凝土楼板厚板底1：2水泥砂浆抹灰木丝板吊顶棚恒荷载共计：4、墙外墙（）粘土多孔砖自重墙面20厚水泥砂浆双面粉刷贴10厚面砖考虑外墙保温材料恒荷载共计：外梁墙上：内墙（）陶粒混凝土砌块自重墙面20厚水泥砂浆双面粉刷恒荷载共计：内梁墙上：100
阳台栏板：玻璃阳台栏板:取外墙带门窗：取折减系数0.6内墙带门窗：取折减系数0.52.4.2活载取值1、屋面活荷载上人屋面采用标准值：，不上人屋面采用标准值：2、楼面活荷载楼面（走道、卫生间、客房、楼梯）活荷载标准值：阳台活荷载标准值：电梯机房活载标准值：平面荷载显示：见下图（部分）100
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2.5楼梯设计确定板厚：，取，取宽作为计算单元。100
2.5.1标准层楼梯基本资料楼梯类型：板式B型（__╱），支座条件：两端弹性；支座弯矩取-1/20·q·l02， 跨中弯矩取1/10·q·l02，跨中调整系数γm＝1.2 踏步段水平净长Lsn＝1890mm，低端平板净长Lln＝340mm， 梯板净跨度Ln＝Lln+Lsn＝340+1890＝2230mm，梯板净宽度B＝1450mm 低端支座宽度dl＝200mm，高端支座宽度dh＝200mm 计算跨度L0＝Min{Ln+(dl+dh)/2,1.05Ln}＝Min{2430,2342}＝2342mm 梯板厚度h1＝100mm 踏步段总高度Hs＝1400mm，楼梯踏步级数n＝8 线性恒荷标准值Pk＝1kN/m；均布活荷标准值qk＝3.5kN/m2，ψc＝0.7 面层厚度c1＝25mm，面层容重γc2＝20kN/m3；顶棚厚度c2＝20mm， 顶棚容重γc2＝18kN/m3；楼梯自重容重γb＝25kN/m3 混凝土强度等级为C25，fc＝11.943N/mm2，ft＝1.271N/mm2，ftk＝1.779N/mm2， Ec＝27871N/mm2 钢筋抗拉强度设计值fy＝300N/mm2，Es＝200000N/mm2； 纵筋的混凝土保护层厚度c＝20mm 2.5.2楼梯几何参数 踏步高度hs＝Hs/n＝1400/8＝175mm 踏步宽度bs＝Lsn/(n-1)＝1890/(8-1)＝270mm 踏步段斜板的倾角α＝ArcTan(hs/bs)＝ArcTan(175/270)＝32.9° 踏步段斜板的长度Lx＝Lsn/Cosα＝1890/Cos32.9°＝2252mm 踏步段梯板厚的垂直高度h1"＝h1/Cosα＝100/Cos32.9°＝119.2mm 踏步段梯板平均厚度T＝(hs+2h1")/2＝(175+2*119.2)/2＝206.7mm 1.2.3梯板有效高度h10＝h1-as＝100-25＝75mm 100
2.5.3均布永久荷载标准值 梯板上的线载换算为均布恒荷gk1＝Pk/B＝1/1.45＝0.69kN/m2 踏步段梯板自重gk2"＝γb·T＝25*0.2067＝5.17kN/m2 gk2＝gk2"·Lsn/Ln＝5.17*1.89/2.23＝4.38kN/m2 低端平板自重gk3"＝γb·h1＝25*0.1＝2.50kN/m2 gk3＝gk3"·Lln/Ln＝2.5*0.34/2.23＝0.38kN/m2 踏步段梯板面层自重 gk4"＝γc1·c1·(n-1)(hs+bs)/Lsn＝20*0.025*(8-1)*(0.175+0.27)/1.89 ＝0.82kN/m2 gk4＝gk4"·Lsn/Ln＝0.82*1.89/2.23＝0.70kN/m2 低端平板面层自重gk5"＝γc1·c1＝20*0.025＝0.50kN/m2 gk5＝gk5"·Lln/Ln＝0.5*0.34/2.23＝0.08kN/m2 梯板顶棚自重gk6"＝γc2·c2＝18*0.02＝0.36kN/m2 gk6＝gk6"·(Ln+Lx-Lsn)/Ln＝0.36*(2.23+2.252-1.89)/2.23＝0.42kN/m2 均布荷载标准值汇总gk＝gk1+gk2+gk3+gk4+gk5+gk6＝6.64kN/m2 2.5.4均布荷载的基本组合值 由可变荷载控制的Q(L)＝γG·gk+γQ·qk＝1.2*6.64+1.4*3.5＝12.87kN/m2 由永久荷载控制的Q(D)＝γG1·gk+γQ·ψc·qk＝1.35*6.64+1.4*0.7*3.5 ＝12.40kN/m2 最不利的荷载基本组合值Q＝Max{Q(L),Q(D)}＝Max{12.87,12.4}＝12.87kN/m2 2.5.5梯板的支座反力 d永久荷载作用下均布反力标准值Rk(D)＝7.41kN/m 可变荷载作用下均布反力标准值Rk(L)＝3.90kN/m 最不利的均布反力基本组合值R＝14.35kN/m 2.5.6梯板斜截面受剪承载力计算 V≤0.7·βh·ft·b·h0 V＝1/2·Q·Ln＝0.5*12.87*2.23＝14.4kN R＝0.7·βh·ft·b·h0＝0.7*1*1271*1*0.075＝66.7kN≥V＝14.4kN，满足要求。 2.5.7正截面受弯承载力计算 跨中Mmax＝1/10·Q·L02＝0.1*12.87*2.3422＝7.06kN·m As＝327mm2，as＝24mm，ξ＝0.108，ρ＝0.43%； 实配纵筋：Φ8@150（As＝335）；最大裂缝宽度ωmax＝0.100mm 支座Mmin＝-1/20·Q·L02＝-0.05*12.87*2.3422＝-3.53kN·m As＝159mm2，as＝24mm，ξ＝0.053，ρ＝0.21%；ρmin＝100
0.19%， As,min＝191mm2；实配纵筋：Φ8@200（As＝251）；最大裂缝宽度ωmax＝0.029mm 2.6楼板设计板配筋计算中，按弹性理论计算弯矩系数表查出各种支撑情况下的弯矩系数，并计算出支座及跨中弯矩，计算公式为：，，，——截面抵抗矩系数——力臂与截面有效高度的比值——截面的宽度——截面有效高度其中可近似取0.95下面以B1说明计算过程。横向框架范围内的板长跨与短跨之比在或之内的板都可按双向板计算，的板按单向板计算。2.6.1设计资料屋面和楼面活荷载，阳台活荷载，屋面板恒荷载，楼面板恒荷载，厨房卫生间阳台恒荷载，采用C30混凝土，板中钢筋采用HPB235钢，按弹性理论进行设计。恒荷载分项系数取1.2，活荷载取1.42.6.2荷载设计值，屋面：，楼面：，2.6.3计算跨度：（轴线间距离）2.6.4板弯矩计算跨中最大弯矩为当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。本设计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。100
根据不同的支承情况，屋面及楼面板按结构平面布置图的板区格布置进行设计。以标准层楼板1（四边固定）为例的计算书如下：一、基本资料： 1、房间编号：442、边界条件（左端/下端/右端/上端）：固定/固定/固定/固定/3、荷载： 永久荷载标准值：g＝1.80kN/m2 可变荷载标准值：q＝2.00kN/m2 计算跨度 Lx=6600mm ；计算跨度 Ly=4000mm 板厚 H=120mm；砼强度等级：C25；钢筋强度等级：HRB3354、计算方法：弹性算法。5、泊松比：μ＝1/5.6、考虑活荷载不利组合。二、计算结果： Mx=(0.00785+0.03641/5)*(1.20*1.80+1.40*1.00)*4.0^2=0.86kN·m 考虑活载不利布置跨中X向应增加的弯矩： Mxa=(0.02458+0.08109/5)*(1.4*1.00)*4.0^2=0.91kN·mMx=0.86+0.91=1.78kN·mAsx=240.00mm2，实配φ8@200(As＝251.mm2)ρmin＝0.200%，ρ＝0.209% My=(0.03641+0.00785/5)*(1.20*1.80+1.40*1.00)*4.0^2=2.16kN·m 考虑活载不利布置跨中Y向应增加的弯矩： Mya=(0.08109+0.02458/5)*(1.4*1.00)*4.0^2=1.93kN·mMy=2.16+1.93=4.09kN·mAsy=240.00mm2，实配φ8@200(As＝251.mm2)ρmin＝0.200%，ρ＝0.209% Mx"=0.05710*(1.20*1.80+1.40*2.00)*4.0^2=4.53kN·mAsx"=240.00mm2，实配φ8@200(As＝251.mm2,可能与邻跨有关系)ρmin＝0.200%，ρ＝0.209% My"=0.07895*(1.20*1.80+1.40*2.00)*4.0^2=6.27kN·mAsy"=240.00mm2，实配φ8@200(As＝251.mm2,可能与邻跨有关系)ρmin＝0.200%，ρ＝0.209%三、跨中挠度验算：Mq--------按荷载效应的准永久组合计算的弯矩值(1)、挠度和裂缝验算参数： Mq=(0.00785+0.03641/5)*(1.0*1.80+0.5*2.00)*4.0^2=0.68kN·mEs＝200000.N/mm2Ec＝27871.N/mm2Ftk＝1.78N/mm2Fy＝300.N/mm2(2)、在荷载效应的准永久组合作用下，受弯构件的短期刚度Bs：①、裂缝间纵向受拉钢筋应变不均匀系数ψ，按下列公式计算： 100
ψ＝1.1-0.65*ftk/(ρte*σsq)（混凝土规范式7.1.2－2）σsq＝Mq/(0.87*ho*As)（混凝土规范式7.1.4－3）σsq＝0.68/(0.87*93.*251.)=33.333N/mm2矩形截面，Ate＝0.5*b*h＝0.5*1000*120.=60000.mm2ρte＝As/Ate（混凝土规范式7.1.2－4）ρte＝251./60000.=0.00419ψ＝1.1-0.65*1.78/(0.00419*33.33)=-7.183 当ψ＜0.2时，取ψ＝0.2②、钢筋弹性模量与混凝土模量的比值αE：αE＝Es/Ec＝200000.0/27870.7=7.176③、受压翼缘面积与腹板有效面积的比值γf"：矩形截面，γf"＝0④、纵向受拉钢筋配筋率ρ＝As/b/ho＝251./1000/93.=0.00270⑤、钢筋混凝土受弯构件的Bs按公式（混凝土规范式7.2.3－1）计算:Bs=Es*As*ho^2/[1.15ψ+0.2+6*αE*ρ/(1+3.5γf")]Bs＝200000.*251.*93.^2/[1.15*0.200+0.2+6*7.176*0.00270/(1+3.5*0.00)]=795.72kN·m2(3)、考虑荷载长期效应组合对挠度影响增大影响系数θ：按混凝土规范第7.2.5条，当ρ"＝0时，θ＝2.0(4)、受弯构件的长期刚度B，可按下列公式计算：B＝Bs/θ（混凝土规范式7.2.2）B＝795.72/2=397.859kN·m2(5)、挠度f＝κ*Qq*L^4/Bf＝0.00234*2.8*4.00^4/397.859=4.224mmf/L＝4.224/4000.=1/947.，满足规范要求！四、裂缝宽度验算：①、X方向板带跨中裂缝： 裂缝间纵向受拉钢筋应变不均匀系数ψ，按下列公式计算： ψ＝1.1-0.65*ftk/(ρte*σsq)（混凝土规范式7.1.2－2）σsq＝Mq/(0.87*ho*As)（混凝土规范式7.1.4－3）σsq＝0.68*10^6/(0.87*93.*251.)=33.333N/mm2矩形截面，Ate＝0.5*b*h＝0.5*1000*120.=60000.mm2ρte＝As/Ate（混凝土规范式7.1.2－4）ρte＝251./60000.=0.004 当ρte＜0.01时，取ρte＝0.01ψ＝1.1-0.65*1.78/(0.01*33.33)=-2.370 当ψ＜0.2时，取ψ＝0.2 ωmax＝αcr*ψ*σsq/Es*(1.9c+0.08*Deq/ρte)（混凝土规范式7.1.2－1） ωmax＝1.9*0.200*33.333/200000.*(1.9*20.+0.08*8.00/0.01000)=0.006mm，满足规范要求！②、Y方向板带跨中裂缝： 裂缝间纵向受拉钢筋应变不均匀系数ψ，按下列公式计算： 100
ψ＝1.1-0.65*ftk/(ρte*σsq)（混凝土规范式7.1.2－2）σsq＝Mq/(0.87*ho*As)（混凝土规范式7.1.4－3）σsq＝1.70*10^6/(0.87*101.*251.)=77.053N/mm2矩形截面，Ate＝0.5*b*h＝0.5*1000*120.=60000.mm2ρte＝As/Ate（混凝土规范式7.1.2－4）ρte＝251./60000.=0.004 当ρte＜0.01时，取ρte＝0.01ψ＝1.1-0.65*1.78/(0.01*77.05)=-0.401 当ψ＜0.2时，取ψ＝0.2 ωmax＝αcr*ψ*σsq/Es*(1.9c+0.08*Deq/ρte)（混凝土规范式7.1.2－1） ωmax＝1.9*0.200*77.053/200000.*(1.9*20.+0.08*8.00/0.01000)=0.015mm，满足规范要求！③、左端支座跨中裂缝： 裂缝间纵向受拉钢筋应变不均匀系数ψ，按下列公式计算： ψ＝1.1-0.65*ftk/(ρte*σsq)（混凝土规范式7.1.2－2）σsq＝Mq/(0.87*ho*As)（混凝土规范式7.1.4－3）σsq＝2.56*10^6/(0.87*101.*251.)=115.833N/mm2矩形截面，Ate＝0.5*b*h＝0.5*1000*120.=60000.mm2ρte＝As/Ate（混凝土规范式7.1.2－4）ρte＝251./60000.=0.004 当ρte＜0.01时，取ρte＝0.01ψ＝1.1-0.65*1.78/(0.01*115.83)=0.102 当ψ＜0.2时，取ψ＝0.2 ωmax＝αcr*ψ*σsq/Es*(1.9c+0.08*Deq/ρte)（混凝土规范式7.1.2－1） ωmax＝1.9*0.200*115.833/200000.*(1.9*20.+0.08*8.00/0.01000)=0.022mm，满足规范要求！④、下端支座跨中裂缝： 裂缝间纵向受拉钢筋应变不均匀系数ψ，按下列公式计算： ψ＝1.1-0.65*ftk/(ρte*σsq)（混凝土规范式7.1.2－2）σsq＝Mq/(0.87*ho*As)（混凝土规范式7.1.4－3）σsq＝3.54*10^6/(0.87*101.*251.)=160.156N/mm2矩形截面，Ate＝0.5*b*h＝0.5*1000*120.=60000.mm2ρte＝As/Ate（混凝土规范式7.1.2－4）ρte＝251./60000.=0.004 当ρte＜0.01时，取ρte＝0.01ψ＝1.1-0.65*1.78/(0.01*160.16)=0.378 ωmax＝αcr*ψ*σsq/Es*(1.9c+0.08*Deq/ρte)（混凝土规范式7.1.2－1） ωmax＝1.9*0.378*160.156/200000.*(1.9*20.+0.08*8.00/0.01000)=0.059mm，满足规范要求！100
⑤、右端支座跨中裂缝： 裂缝间纵向受拉钢筋应变不均匀系数ψ，按下列公式计算： ψ＝1.1-0.65*ftk/(ρte*σsq)（混凝土规范式7.1.2－2）σsq＝Mq/(0.87*ho*As)（混凝土规范式7.1.4－3）σsq＝2.56*10^6/(0.87*101.*251.)=115.833N/mm2矩形截面，Ate＝0.5*b*h＝0.5*1000*120.=60000.mm2ρte＝As/Ate（混凝土规范式7.1.2－4）ρte＝251./60000.=0.004 当ρte＜0.01时，取ρte＝0.01ψ＝1.1-0.65*1.78/(0.01*115.83)=0.102 当ψ＜0.2时，取ψ＝0.2 ωmax＝αcr*ψ*σsq/Es*(1.9c+0.08*Deq/ρte)（混凝土规范式7.1.2－1） ωmax＝1.9*0.200*115.833/200000.*(1.9*20.+0.08*8.00/0.01000)=0.022mm，满足规范要求！⑥、上端支座跨中裂缝： 裂缝间纵向受拉钢筋应变不均匀系数ψ，按下列公式计算： ψ＝1.1-0.65*ftk/(ρte*σsq)（混凝土规范式7.1.2－2）σsq＝Mq/(0.87*ho*As)（混凝土规范式7.1.4－3）σsq＝3.54*10^6/(0.87*101.*251.)=160.156N/mm2矩形截面，Ate＝0.5*b*h＝0.5*1000*120.=60000.mm2ρte＝As/Ate（混凝土规范式7.1.2－4）ρte＝251./60000.=0.004 当ρte＜0.01时，取ρte＝0.01ψ＝1.1-0.65*1.78/(0.01*160.16)=0.378 ωmax＝αcr*ψ*σsq/Es*(1.9c+0.08*Deq/ρte)（混凝土规范式7.1.2－1） ωmax＝1.9*0.378*160.156/200000.*(1.9*20.+0.08*8.00/0.01000)=0.059mm，满足规范要求！2.7柱、梁、剪力墙设计本计算书以底层为例计算了所有柱、梁和剪力墙配筋。符号说明：****B,H---矩形截面宽、高(mm)**Dr---圆柱直径(mm)**B,H,U,T,D,F---异型截面参数(mm)**U1,T1,D1,F1---另一方向工字钢截面参数(mm)**Hr---变截面时梁右端（柱为上端）高度(mm)**Ac---截面面积(mm)**Lc,Lg,Lwc,Lwb,Lb---分别为柱、支撑、墙柱、墙梁和梁的长度(m)**N-C,N-G,N-WC,N-WB,N-B---分别为柱、支撑、墙柱、墙梁和梁的单元号*100
*Nfc,Nfg,Nfw,Nfwb,Nfb---分别为柱、支撑、墙柱、墙梁和梁的抗震等级**Nfc_kzgz,Nfg_kzgz,Nfw_kzgz,Nfwb_kzgz,Nfb_kzgz---分别为柱、支撑、*墙柱、墙梁和梁的抗震构造措施采用的抗震等级**Rcc,Rcg,Rcw,Rcwb,Rcb---分别为柱、支撑、墙柱、墙梁和梁的材料强度**Rsc,Rsg,Rsb---分别为柱、支撑和梁的钢号或复合截面的钢号**Cover---保护层厚度(mm)**Fy,Fyv---为构件的主筋、箍筋（墙柱为水平分布筋）强度设计值**(Icn)---控制内力的内力组合号**LoadCase---控制梁内力包络的组合号****混凝土、型钢混凝土，矩形、圆形、异型柱、支撑配筋输出符号说明：**Cx,Cy---分别为X、Y向计算长度系数**Cmax---圆柱或异型柱最大计算长度系数**Rs---全截面配筋率,上下端取大值(As/Ac)**Rsv---体积配箍率(Vs/Vc)**Uc---轴压比(N/Ac/fc)**(Icn)Nu---控制轴压比的轴力(kN)**Asc---矩形截面单根角筋面积(mm)**Asxt,Asxb---矩形截面B边上下端单边配筋面积(含两根角筋)(mm)**Asyt,Asyb---矩形截面H边上下端单边配筋面积(含两根角筋)(mm)**Asxt0,Asxb0---矩形截面B边上下端单边计算配筋面积(含两根角筋)(mm)**Asyt0,Asyb0---矩形截面H边上下端单边计算配筋面积(含两根角筋)(mm)**Asvx,Asvx0---矩形截面H边加密区配箍面积和非加密区配箍面积(mm)**Asvy,Asvy0---矩形截面B边加密区配箍面积和非加密区配箍面积(mm)**Ast,Asb---圆截面上下端全截面配筋面积(mm)**Aszt,Aszb---异型截面柱角部上下端的固定配筋面积之和(mm)**Asft,Asfb---异型截面柱上下端分布配筋面积之和(mm)**Asv,Asv0---圆截面或异型截面柱加密区和非加密区配箍面积(mm)**(Icn)N,Mx,My---矩形柱、圆柱、异型柱纵向钢筋配筋控制内力(kN,kN-m)**(Icn)N,Vx,Vy---矩形柱、圆柱、异型柱箍筋的配筋控制内力(kN)**Asvjx,Asvjy---柱节点域B、H边的配箍面积(mm)**(Icn)Nj,Vjx,y---节点域箍筋Asvjx、Asvjy的控制内力(kN)**注：柱箍筋是指间距Sc范围内的箍筋面积****矩形钢管混凝土柱、钢柱、钢支撑验算输出符号说明：**F1---强度验算**F2,F3---分别为X,Y向的稳定验算**Px,Py---分别为X,Y向梁、柱全塑性承载力之比**Rmdx,Rmdy---分别为X,Y向的长细比**(Icn)N,Mx,My---钢柱验算的验算控制内力(kN,kN-m)****圆钢管混凝土柱验算输出符号说明：**(Icn)M,N---钢管混凝土柱验算的验算控制内力(kN,kN-m)**Nu,Rre---钢管混凝土单肢柱的承载力设计值(kN)和抗震调整系数*100
***剪力墙配筋输出符号说明：**B,H,Lwc---墙厚度、长度、高度(m)**aa---墙一端钢筋合力点到边缘的距离(mm)**As---墙一端暗柱配筋面积(mm)**(Icn)M,N---暗柱配筋As的控制内力(kN,kN-m)**Fyw---墙竖向分布筋强度设计值**Rwv---墙竖向分布筋配筋率**Ash---墙水平分布筋配筋面积(mm)**Rsh---墙水平分布筋配筋率**(Icn)V,N---水平筋Ash的控制内力(kN)**Nu,Uc---墙轴压比的控制轴力，墙轴压比**Rmdw---墙剪跨比**注：如果一字形剪力墙的墙肢长度小于4倍墙厚,则该墙按柱配筋**墙水平筋是指间距Swh范围内的配筋面积****矩形(型钢)混凝土梁配筋输出符号说明：**I,J---代表梁左、右端支座截面**1,2,3,4,5,6,7---代表梁跨中从左到右7个等分截面**-M,+M---负、正弯矩包络(kN-m)**Top_Ast,Btm_Ast---负、正弯矩的配筋包络(mm)**%_Steel---负、正弯矩配筋的配筋率**Shear---剪力包络(kN)**Asv---抗剪之最小箍筋包络(mm)**Rsv---抗剪箍筋的配筋率**(Icn)Tmax&Shear---最大剪扭配筋的控制扭矩和剪力(kN-m,kN)**Astt---剪扭配筋之纵筋面积(mm)**Astv---剪扭配筋之箍筋面积(mm)**Ast1---剪扭配筋之纯扭双肢箍的单根箍筋面积(mm)**Nmax---最大轴力(受拉为正)(kN)**注：梁箍筋是指间距Sb范围内的箍筋面积*荷载组合分项系数说明，其中：Ncm---组合号V-D,V-L---分别为恒载、活载分项系数X-W,Y-W---分别为X向、Y向水平风荷载分项系数X-E,Y-E---分别为X向、Y向水平地震荷载分项系数Z-E---为竖向地震荷载分项系数R-F---为人防荷载分项系数TEM---为温度荷载分项系数CRN---为吊车荷载分项系数SW1～SW5---分别为第1组到第5组特殊风荷载分项系数NcmV-DV-LX-WY-WX-EY-EZ-E11.350.980.000.000.000.000.00100
21.201.400.000.000.000.000.0031.001.400.000.000.000.000.0041.200.001.400.000.000.000.0051.200.00-1.400.000.000.000.0061.200.000.001.400.000.000.0071.200.000.00-1.400.000.000.0081.201.400.840.000.000.000.0091.201.40-0.840.000.000.000.00101.201.400.000.840.000.000.00111.201.400.00-0.840.000.000.00121.200.981.400.000.000.000.00131.200.98-1.400.000.000.000.00141.200.980.001.400.000.000.00151.200.980.00-1.400.000.000.00161.000.001.400.000.000.000.00171.000.00-1.400.000.000.000.00181.000.000.001.400.000.000.00191.000.000.00-1.400.000.000.00201.001.400.840.000.000.000.00211.001.40-0.840.000.000.000.00221.001.400.000.840.000.000.00231.001.400.00-0.840.000.000.00241.000.981.400.000.000.000.00251.000.98-1.400.000.000.000.00261.000.980.001.400.000.000.00271.000.980.00-1.400.000.000.00281.200.600.280.001.300.000.00291.200.60-0.280.00-1.300.000.00301.200.600.000.280.001.300.00311.200.600.00-0.280.00-1.300.00321.200.600.280.00-1.300.000.00331.200.60-0.280.001.300.000.00341.200.600.000.280.00-1.300.00351.200.600.00-0.280.001.300.00361.000.500.280.001.300.000.00371.000.50-0.280.00-1.300.000.00381.000.500.000.280.001.300.00391.000.500.00-0.280.00-1.300.00401.000.500.280.00-1.300.000.00411.000.50-0.280.001.300.000.00421.000.500.000.280.00-1.300.00431.000.500.00-0.280.001.300.002.7.1柱配筋和验算100
N-C=1(1)B*H(mm)=300*400Cover=20(mm)Cx=1.00Cy=1.00Lc=3.50(m)Nfc=4Rcc=40.0Fy=360.Fyv=300.RLIVEC=1.00混凝土柱矩形截面(29)Nu=-87.Uc=0.038Rs=0.66(%)Rsv=0.40(%)Asc=153.0(38)N=-47.Mx=-8.My=0.Asxt=348.Asxt0=8.(1)N=-85.Mx=-8.My=1.Asyt=352.Asyt0=0.(39)N=-68.Mx=-12.My=0.Asxb=348.Asxb0=16.(36)N=-47.Mx=-3.My=-6.Asyb=352.Asyb0=14.(1)N=-85.Vx=0.Vy=3.Ts=0.Asvx=56.Asvx0=0.(1)N=-85.Vx=0.Vy=3.Ts=0.Asvy=56.Asvy0=0.抗剪承载力:CB_XF=27.3CB_YF=39.0----------------------------------------------------------------------------N-C=2(1)B*H(mm)=300*400Cover=20(mm)Cx=1.00Cy=1.00Lc=3.50(m)Nfc=4Rcc=40.0Fy=360.Fyv=300.RLIVEC=1.00混凝土柱矩形截面(31)Nu=-131.Uc=0.057Rs=0.66(%)Rsv=0.40(%)Asc=153.0(1)N=-131.Mx=-4.My=3.Asxt=348.Asxt0=0.(1)N=-131.Mx=-4.My=3.Asyt=352.Asyt0=0.(1)N=-131.Mx=-2.My=1.Asxb=348.Asxb0=0.(37)N=-81.Mx=-1.My=8.Asyb=352.Asyb0=5.(1)N=-131.Vx=1.Vy=2.Ts=0.Asvx=56.Asvx0=0.(1)N=-131.Vx=1.Vy=2.Ts=0.Asvy=56.Asvy0=0.抗剪承载力:CB_XF=30.2CB_YF=42.8----------------------------------------------------------------------------N-C=3(1)B*H(mm)=300*400Cover=20(mm)Cx=1.00Cy=1.00Lc=3.50(m)Nfc=4Rcc=40.0Fy=360.Fyv=300.RLIVEC=1.00混凝土柱矩形截面(31)Nu=-150.Uc=0.066Rs=0.66(%)Rsv=0.40(%)Asc=153.0(1)N=-149.Mx=-5.My=0.Asxt=348.Asxt0=0.(1)N=-149.Mx=-5.My=0.Asyt=352.Asyt0=0.(1)N=-149.Mx=-2.My=0.Asxb=348.Asxb0=0.(1)N=-149.Mx=-2.My=0.Asyb=352.Asyb0=0.(1)N=-149.Vx=0.Vy=2.Ts=0.Asvx=56.Asvx0=0.(1)N=-149.Vx=0.Vy=2.Ts=0.Asvy=56.Asvy0=0.抗剪承载力:CB_XF=31.3CB_YF=44.3----------------------------------------------------------------------------N-C=4(1)B*H(mm)=300*400Cover=20(mm)Cx=1.00Cy=1.00Lc=3.50(m)Nfc=4Rcc=40.0Fy=360.Fyv=300.RLIVEC=1.00混凝土柱矩形截面(31)Nu=-164.Uc=0.072Rs=0.66(%)Rsv=0.40(%)Asc=153.0(1)N=-165.Mx=-6.My=0.Asxt=348.Asxt0=0.(1)N=-165.Mx=-6.My=0.Asyt=352.Asyt0=0.(1)N=-165.Mx=-3.My=0.Asxb=348.Asxb0=0.(1)N=-165.Mx=-3.My=0.Asyb=352.Asyb0=0.100
(1)N=-165.Vx=0.Vy=3.Ts=0.Asvx=56.Asvx0=0.(1)N=-165.Vx=0.Vy=3.Ts=0.Asvy=56.Asvy0=0.抗剪承载力:CB_XF=32.3CB_YF=45.6----------------------------------------------------------------------------N-C=5(1)B*H(mm)=300*400Cover=20(mm)Cx=1.00Cy=1.00Lc=3.50(m)Nfc=4Rcc=40.0Fy=360.Fyv=300.RLIVEC=1.00混凝土柱矩形截面(31)Nu=-146.Uc=0.064Rs=0.66(%)Rsv=0.40(%)Asc=153.0(1)N=-145.Mx=-5.My=-1.Asxt=348.Asxt0=0.(1)N=-145.Mx=-5.My=-1.Asyt=352.Asyt0=0.(1)N=-145.Mx=-2.My=-1.Asxb=348.Asxb0=0.(1)N=-145.Mx=-2.My=-1.Asyb=352.Asyb0=0.(1)N=-145.Vx=0.Vy=2.Ts=0.Asvx=56.Asvx0=0.(1)N=-145.Vx=0.Vy=2.Ts=0.Asvy=56.Asvy0=0.抗剪承载力:CB_XF=31.0CB_YF=43.9----------------------------------------------------------------------------N-C=6(1)B*H(mm)=300*400Cover=20(mm)Cx=1.00Cy=1.00Lc=3.50(m)Nfc=4Rcc=40.0Fy=360.Fyv=300.RLIVEC=1.00混凝土柱矩形截面(31)Nu=-158.Uc=0.069Rs=0.66(%)Rsv=0.40(%)Asc=153.0(1)N=-164.Mx=-4.My=4.Asxt=348.Asxt0=0.(1)N=-164.Mx=-4.My=4.Asyt=352.Asyt0=0.(1)N=-164.Mx=-1.My=2.Asxb=348.Asxb0=0.(1)N=-164.Mx=-1.My=2.Asyb=352.Asyb0=0.(1)N=-164.Vx=2.Vy=1.Ts=0.Asvx=56.Asvx0=0.(1)N=-164.Vx=2.Vy=1.Ts=0.Asvy=56.Asvy0=0.抗剪承载力:CB_XF=32.3CB_YF=45.6----------------------------------------------------------------------------N-C=7(1)B*H(mm)=300*400Cover=20(mm)Cx=1.00Cy=1.00Lc=3.50(m)Nfc=4Rcc=40.0Fy=360.Fyv=300.RLIVEC=1.00混凝土柱矩形截面(31)Nu=-112.Uc=0.049Rs=0.66(%)Rsv=0.40(%)Asc=153.0(1)N=-117.Mx=-2.My=-7.Asxt=348.Asxt0=0.(36)N=-73.Mx=-2.My=-8.Asyt=352.Asyt0=16.(1)N=-117.Mx=-1.My=-3.Asxb=348.Asxb0=0.(36)N=-73.Mx=-1.My=-9.Asyb=352.Asyb0=24.(1)N=-117.Vx=-3.Vy=1.Ts=0.Asvx=56.Asvx0=0.(1)N=-117.Vx=-3.Vy=1.Ts=0.Asvy=56.Asvy0=0.抗剪承载力:CB_XF=29.3CB_YF=41.6----------------------------------------------------------------------------N-C=8(1)B*H(mm)=300*400Cover=20(mm)Cx=1.00Cy=1.00Lc=3.50(m)Nfc=4Rcc=40.0Fy=360.Fyv=300.RLIVEC=1.00混凝土柱矩形截面(31)Nu=-112.Uc=0.049Rs=0.66(%)Rsv=0.40(%)Asc=153.0100
(1)N=-117.Mx=-2.My=7.Asxt=348.Asxt0=0.(37)N=-73.Mx=-2.My=8.Asyt=352.Asyt0=16.(1)N=-117.Mx=-1.My=3.Asxb=348.Asxb0=0.(37)N=-73.Mx=0.My=9.Asyb=352.Asyb0=23.(1)N=-117.Vx=3.Vy=1.Ts=0.Asvx=56.Asvx0=0.(1)N=-117.Vx=3.Vy=1.Ts=0.Asvy=56.Asvy0=0.抗剪承载力:CB_XF=29.3CB_YF=41.6----------------------------------------------------------------------------N-C=9(1)B*H(mm)=300*400Cover=20(mm)Cx=1.00Cy=1.00Lc=3.50(m)Nfc=4Rcc=40.0Fy=360.Fyv=300.RLIVEC=1.00混凝土柱矩形截面(31)Nu=-157.Uc=0.068Rs=0.66(%)Rsv=0.40(%)Asc=153.0(1)N=-164.Mx=-3.My=-4.Asxt=348.Asxt0=0.(1)N=-164.Mx=-3.My=-4.Asyt=352.Asyt0=0.(1)N=-164.Mx=-1.My=-2.Asxb=348.Asxb0=0.(1)N=-164.Mx=-1.My=-2.Asyb=352.Asyb0=0.(1)N=-164.Vx=-2.Vy=1.Ts=0.Asvx=56.Asvx0=0.(1)N=-164.Vx=-2.Vy=1.Ts=0.Asvy=56.Asvy0=0.抗剪承载力:CB_XF=32.2CB_YF=45.5----------------------------------------------------------------------------N-C=10(1)B*H(mm)=300*400Cover=20(mm)Cx=1.00Cy=1.00Lc=3.50(m)Nfc=4Rcc=40.0Fy=360.Fyv=300.RLIVEC=1.00混凝土柱矩形截面(31)Nu=-144.Uc=0.063Rs=0.66(%)Rsv=0.40(%)Asc=153.0(1)N=-144.Mx=-5.My=1.Asxt=348.Asxt0=0.(1)N=-144.Mx=-5.My=1.Asyt=352.Asyt0=0.(1)N=-144.Mx=-2.My=0.Asxb=348.Asxb0=0.(1)N=-144.Mx=-2.My=0.Asyb=352.Asyb0=0.(1)N=-144.Vx=0.Vy=2.Ts=0.Asvx=56.Asvx0=0.(1)N=-144.Vx=0.Vy=2.Ts=0.Asvy=56.Asvy0=0.抗剪承载力:CB_XF=31.0CB_YF=43.9----------------------------------------------------------------------------N-C=11(1)B*H(mm)=300*400Cover=20(mm)Cx=1.00Cy=1.00Lc=3.50(m)Nfc=4Rcc=40.0Fy=360.Fyv=300.RLIVEC=1.00混凝土柱矩形截面(31)Nu=-162.Uc=0.071Rs=0.66(%)Rsv=0.40(%)Asc=153.0(1)N=-166.Mx=-7.My=0.Asxt=348.Asxt0=0.(1)N=-166.Mx=-7.My=0.Asyt=352.Asyt0=0.(1)N=-166.Mx=-3.My=0.Asxb=348.Asxb0=0.(1)N=-166.Mx=-3.My=0.Asyb=352.Asyb0=0.(1)N=-166.Vx=0.Vy=3.Ts=0.Asvx=56.Asvx0=0.(1)N=-166.Vx=0.Vy=3.Ts=0.Asvy=56.Asvy0=0.抗剪承载力:CB_XF=32.4CB_YF=45.7----------------------------------------------------------------------------100
N-C=12(1)B*H(mm)=300*400Cover=20(mm)Cx=1.00Cy=1.00Lc=3.50(m)Nfc=4Rcc=40.0Fy=360.Fyv=300.RLIVEC=1.00混凝土柱矩形截面(31)Nu=-143.Uc=0.062Rs=0.66(%)Rsv=0.40(%)Asc=153.0(1)N=-144.Mx=-5.My=-1.Asxt=348.Asxt0=0.(1)N=-144.Mx=-5.My=-1.Asyt=352.Asyt0=0.(1)N=-144.Mx=-2.My=-1.Asxb=348.Asxb0=0.(1)N=-144.Mx=-2.My=-1.Asyb=352.Asyb0=0.(1)N=-144.Vx=0.Vy=2.Ts=0.Asvx=56.Asvx0=0.(1)N=-144.Vx=0.Vy=2.Ts=0.Asvy=56.Asvy0=0.抗剪承载力:CB_XF=31.0CB_YF=43.9----------------------------------------------------------------------------N-C=13(1)B*H(mm)=300*400Cover=20(mm)Cx=1.00Cy=1.00Lc=3.50(m)Nfc=4Rcc=40.0Fy=360.Fyv=300.RLIVEC=1.00混凝土柱矩形截面(31)Nu=-158.Uc=0.069Rs=0.66(%)Rsv=0.40(%)Asc=153.0(1)N=-165.Mx=-4.My=4.Asxt=348.Asxt0=0.(1)N=-165.Mx=-4.My=4.Asyt=352.Asyt0=0.(1)N=-165.Mx=-1.My=2.Asxb=348.Asxb0=0.(1)N=-165.Mx=-1.My=2.Asyb=352.Asyb0=0.(1)N=-165.Vx=2.Vy=1.Ts=0.Asvx=56.Asvx0=0.(1)N=-165.Vx=2.Vy=1.Ts=0.Asvy=56.Asvy0=0.抗剪承载力:CB_XF=32.3CB_YF=45.6----------------------------------------------------------------------------N-C=14(1)B*H(mm)=300*400Cover=20(mm)Cx=1.00Cy=1.00Lc=3.50(m)Nfc=4Rcc=40.0Fy=360.Fyv=300.RLIVEC=1.00混凝土柱矩形截面(31)Nu=-113.Uc=0.050Rs=0.66(%)Rsv=0.40(%)Asc=153.0(1)N=-125.Mx=-7.My=-8.Asxt=348.Asxt0=0.(36)N=-81.Mx=-4.My=-9.Asyt=352.Asyt0=15.(1)N=-125.Mx=-3.My=-4.Asxb=348.Asxb0=0.(36)N=-81.Mx=-2.My=-9.Asyb=352.Asyb0=20.(1)N=-125.Vx=-3.Vy=3.Ts=0.Asvx=56.Asvx0=0.(1)N=-125.Vx=-3.Vy=3.Ts=0.Asvy=56.Asvy0=0.抗剪承载力:CB_XF=29.7CB_YF=42.22.7.2剪力墙配筋和验算N-WC=1(I=669J=671)B*H*Lwc(m)=0.25*1.50*3.50aa=200(mm)Nfw=3Rcw=40.0Fy=360.Fyv=360.Fyw=360.Rwv=0.30RLIVE=0.60混凝土墙短肢墙加强区Nu=-2006.Uc=0.280(14)M=245.V=49.Rmdw=3.880(1)M=38.N=-2321.As=0.100
(1)V=-4.N=-2321.Ash=150.0Rsh=0.30抗剪承载力:WS_XF=0.0WS_YF=485.2----------------------------------------------------------------------------N-WC=2(I=696J=698)B*H*Lwc(m)=0.25*1.50*3.50aa=200(mm)Nfw=3Rcw=40.0Fy=360.Fyv=360.Fyw=360.Rwv=0.30RLIVE=0.60混凝土墙短肢墙加强区Nu=-2545.Uc=0.355(15)M=258.V=80.Rmdw=2.470(1)M=19.N=-2942.As=0.(1)V=39.N=-2942.Ash=150.0Rsh=0.30抗剪承载力:WS_XF=0.0WS_YF=498.9----------------------------------------------------------------------------N-WC=3(I=718J=720)B*H*Lwc(m)=0.25*1.50*3.50aa=200(mm)Nfw=3Rcw=40.0Fy=360.Fyv=360.Fyw=360.Rwv=0.30RLIVE=0.60混凝土墙短肢墙加强区Nu=-2007.Uc=0.280(14)M=245.V=48.Rmdw=3.942(1)M=39.N=-2322.As=0.(1)V=-3.N=-2322.Ash=150.0Rsh=0.30抗剪承载力:WS_XF=0.0WS_YF=485.2----------------------------------------------------------------------------N-WC=4(I=788J=790)B*H*Lwc(m)=0.25*1.50*3.50aa=200(mm)Nfw=3Rcw=40.0Fy=360.Fyv=360.Fyw=360.Rwv=0.30RLIVE=0.60混凝土墙短肢墙加强区Nu=-2008.Uc=0.280(14)M=244.V=47.Rmdw=3.975(1)M=40.N=-2324.As=0.(1)V=-4.N=-2324.Ash=150.0Rsh=0.30抗剪承载力:WS_XF=0.0WS_YF=485.2----------------------------------------------------------------------------N-WC=5(I=814J=816)B*H*Lwc(m)=0.25*1.50*3.50aa=200(mm)Nfw=3Rcw=40.0Fy=360.Fyv=360.Fyw=360.Rwv=0.30RLIVE=0.60混凝土墙短肢墙加强区Nu=-2542.Uc=0.355(15)M=252.V=79.Rmdw=2.458(1)M=21.N=-2939.As=0.(1)V=39.N=-2939.Ash=150.0Rsh=0.30抗剪承载力:WS_XF=0.0WS_YF=498.9----------------------------------------------------------------------------N-WC=6(I=837J=839)B*H*Lwc(m)=0.25*1.50*3.50aa=200(mm)Nfw=3Rcw=40.0Fy=360.Fyv=360.Fyw=360.Rwv=0.30RLIVE=0.60混凝土墙短肢墙加强区Nu=-2002.Uc=0.280(14)M=243.V=46.Rmdw=4.039100
(1)M=41.N=-2317.As=0.(1)V=-3.N=-2317.Ash=150.0Rsh=0.30抗剪承载力:WS_XF=0.0WS_YF=485.0----------------------------------------------------------------------------N-WC=7(I=919J=921)B*H*Lwc(m)=0.25*1.50*3.50aa=200(mm)Nfw=3Rcw=40.0Fy=360.Fyv=360.Fyw=360.Rwv=0.30RLIVE=0.60混凝土墙短肢墙加强区Nu=-2005.Uc=0.280(14)M=242.V=46.Rmdw=4.076(1)M=42.N=-2320.As=0.(1)V=-3.N=-2320.Ash=150.0Rsh=0.30抗剪承载力:WS_XF=0.0WS_YF=485.1----------------------------------------------------------------------------N-WC=8(I=946J=948)B*H*Lwc(m)=0.25*1.50*3.50aa=200(mm)Nfw=3Rcw=40.0Fy=360.Fyv=360.Fyw=360.Rwv=0.30RLIVE=0.60混凝土墙短肢墙加强区Nu=-2539.Uc=0.354(15)M=247.V=78.Rmdw=2.443(1)M=23.N=-2935.As=0.(1)V=39.N=-2935.Ash=150.0Rsh=0.30抗剪承载力:WS_XF=0.0WS_YF=498.9----------------------------------------------------------------------------N-WC=9(I=968J=970)B*H*Lwc(m)=0.25*1.50*3.50aa=200(mm)Nfw=3Rcw=40.0Fy=360.Fyv=360.Fyw=360.Rwv=0.30RLIVE=0.60混凝土墙短肢墙加强区Nu=-2001.Uc=0.279(14)M=242.V=46.Rmdw=4.009(1)M=42.N=-2315.As=0.(1)V=-4.N=-2315.Ash=150.0Rsh=0.30抗剪承载力:WS_XF=0.0WS_YF=485.0----------------------------------------------------------------------------N-WC=10(I=718J=727)B*H*Lwc(m)=0.25*0.90*3.50aa=40(mm)Nfw=3Rcw=40.0Fy=360.Fyv=360.Fyw=360.Rwv=0.30RLIVE=0.60混凝土墙短肢墙加强区Nu=-1191.Uc=0.277(28)M=52.V=33.Rmdw=1.851(1)M=9.N=-1379.As=0.(1)V=-9.N=-1379.Ash=150.0Rsh=0.30抗剪承载力:WS_XF=342.2WS_YF=0.0----------------------------------------------------------------------------N-WC=11(I=837J=846)B*H*Lwc(m)=0.25*0.90*3.50aa=40(mm)Nfw=3Rcw=40.0Fy=360.Fyv=360.Fyw=360.Rwv=0.30RLIVE=0.60混凝土墙短肢墙加强区Nu=-1186.Uc=0.276100
(28)M=53.V=33.Rmdw=1.861(1)M=7.N=-1372.As=0.(1)V=-10.N=-1372.Ash=150.0Rsh=0.30抗剪承载力:WS_XF=340.8WS_YF=0.0----------------------------------------------------------------------------N-WC=12(I=968J=977)B*H*Lwc(m)=0.25*0.90*3.50aa=40(mm)Nfw=3Rcw=40.0Fy=360.Fyv=360.Fyw=360.Rwv=0.30RLIVE=0.60混凝土墙短肢墙加强区Nu=-1181.Uc=0.274(28)M=52.V=31.Rmdw=1.935(1)M=10.N=-1368.As=0.(1)V=-8.N=-1368.Ash=150.0Rsh=0.30抗剪承载力:WS_XF=332.3WS_YF=0.0----------------------------------------------------------------------------N-WC=13(I=627J=629)B*H*Lwc(m)=0.25*1.70*3.50aa=200(mm)Nfw=3Rcw=40.0Fy=360.Fyv=360.Fyw=360.Rwv=0.30RLIVE=0.60混凝土墙短肢墙地下室外墙加强区Nu=-1421.Uc=0.175(14)M=342.V=60.Rmdw=3.791(1)M=27.N=-1638.As=0.(1)V=-5.N=-1638.Ash=150.0Rsh=0.30Asv为在侧向水土压力下,外墙每延米双侧竖向分布筋面积(可配成双排)竖向力PN=-897.面外水平压力PL=17.最大弯矩Mv=22.Asv=1500.0(mm2/M)抗剪承载力:WS_XF=0.0WS_YF=525.7----------------------------------------------------------------------------N-WC=14(I=1014J=1016)B*H*Lwc(m)=0.25*1.70*3.50aa=200(mm)Nfw=3Rcw=40.0Fy=360.Fyv=360.Fyw=360.Rwv=0.30RLIVE=0.60混凝土墙短肢墙地下室外墙加强区Nu=-1409.Uc=0.174(14)M=337.V=57.Rmdw=3.960(1)M=36.N=-1625.As=0.(1)V=-6.N=-1625.Ash=150.0Rsh=0.30Asv为在侧向水土压力下,外墙每延米双侧竖向分布筋面积(可配成双排)竖向力PN=-890.面外水平压力PL=17.最大弯矩Mv=22.Asv=1500.0(mm2/M)抗剪承载力:WS_XF=0.0WS_YF=525.3----------------------------------------------------------------------------N-WC=15(I=874J=876)B*H*Lwc(m)=0.25*1.80*3.50aa=200(mm)Nfw=3Rcw=40.0Fy=360.Fyv=360.Fyw=360.Rwv=0.30RLIVE=0.60混凝土墙短肢墙加强区Nu=-2655.Uc=0.309(15)M=389.V=52.Rmdw=4.659(1)M=54.N=-3074.As=0.100
(1)V=16.N=-3074.Ash=150.0Rsh=0.30抗剪承载力:WS_XF=0.0WS_YF=598.4----------------------------------------------------------------------------N-WC=16(I=673J=676)B*H*Lwc(m)=0.20*2.50*3.50aa=200(mm)Nfw=3Rcw=40.0Fy=360.Fyv=360.Fyw=360.Rwv=0.30RLIVE=0.60混凝土墙加强区Nu=-1602.Uc=0.168(14)M=771.V=180.Rmdw=1.862(1)M=-7.N=-1858.As=0.(1)V=-17.N=-1858.Ash=120.0Rsh=0.30抗剪承载力:WS_XF=0.0WS_YF=698.9----------------------------------------------------------------------------N-WC=17(I=687J=688)B*H*Lwc(m)=0.20*0.65*3.50aa=40(mm)Nfw=3Rcw=40.0Fy=360.Fyv=360.Fyw=360.Rwv=0.30RLIVE=0.60混凝土墙加强区Nu=-426.Uc=0.171(15)M=47.V=48.Rmdw=1.606(1)M=-28.N=-494.As=0.(1)V=21.N=-494.Ash=120.0Rsh=0.30抗剪承载力:WS_XF=0.0WS_YF=204.7----------------------------------------------------------------------------N-WC=18(I=690J=691)B*H*Lwc(m)=0.20*0.65*3.50aa=40(mm)Nfw=3Rcw=40.0Fy=360.Fyv=360.Fyw=360.Rwv=0.30RLIVE=0.60混凝土墙加强区Nu=-427.Uc=0.172(14)M=56.V=58.Rmdw=1.560(1)M=27.N=-495.As=0.(1)V=-27.N=-495.Ash=120.0Rsh=0.30抗剪承载力:WS_XF=0.0WS_YF=209.6----------------------------------------------------------------------------N-WC=19(I=704J=705)B*H*Lwc(m)=0.20*0.65*3.50aa=40(mm)Nfw=3Rcw=40.0Fy=360.Fyv=360.Fyw=360.Rwv=0.30RLIVE=0.60混凝土墙加强区Nu=-420.Uc=0.169(15)M=47.V=48.Rmdw=1.604(1)M=-27.N=-487.As=0.(1)V=21.N=-487.Ash=120.0Rsh=0.30抗剪承载力:WS_XF=0.0WS_YF=204.6----------------------------------------------------------------------------N-WC=20(I=707J=708)B*H*Lwc(m)=0.20*0.65*3.50aa=40(mm)Nfw=3Rcw=40.0Fy=360.Fyv=360.Fyw=360.Rwv=0.30RLIVE=0.60混凝土墙加强区Nu=-424.Uc=0.171(14)M=55.V=58.Rmdw=1.562100
(1)M=27.N=-492.As=0.(1)V=-27.N=-492.Ash=120.0Rsh=0.30抗剪承载力:WS_XF=0.0WS_YF=209.2----------------------------------------------------------------------------N-WC=21(I=723J=726)B*H*Lwc(m)=0.20*2.50*3.50aa=200(mm)Nfw=3Rcw=40.0Fy=360.Fyv=360.Fyw=360.Rwv=0.30RLIVE=0.60混凝土墙加强区Nu=-1617.Uc=0.169(14)M=770.V=179.Rmdw=1.875(1)M=-5.N=-1877.As=0.(1)V=-17.N=-1877.Ash=120.0Rsh=0.30抗剪承载力:WS_XF=0.0WS_YF=696.4----------------------------------------------------------------------------N-WC=22(I=755J=757)B*H*Lwc(m)=0.25*0.50*3.50aa=40(mm)Nfw=3Rcw=40.0Fy=360.Fyv=360.Fyw=360.Rwv=0.30RLIVE=0.60混凝土墙短肢墙加强区Nu=-727.Uc=0.305(7)M=17.V=10.Rmdw=3.821(1)M=21.N=-849.As=0.(1)V=2.N=-849.Ash=150.0Rsh=0.30抗剪承载力:WS_XF=0.0WS_YF=168.9----------------------------------------------------------------------------N-WC=23(I=792J=795)B*H*Lwc(m)=0.20*2.50*3.50aa=200(mm)Nfw=3Rcw=40.0Fy=360.Fyv=360.Fyw=360.Rwv=0.30RLIVE=0.60混凝土墙加强区Nu=-1591.Uc=0.167(14)M=768.V=176.Rmdw=1.902(1)M=4.N=-1847.As=0.(1)V=-16.N=-1847.Ash=120.0Rsh=0.30抗剪承载力:WS_XF=0.0WS_YF=688.7----------------------------------------------------------------------------N-WC=24(I=806J=807)B*H*Lwc(m)=0.20*0.65*3.50aa=40(mm)Nfw=3Rcw=40.0Fy=360.Fyv=360.Fyw=360.Rwv=0.30RLIVE=0.60混凝土墙加强区Nu=-420.Uc=0.169(15)M=46.V=47.Rmdw=1.602(1)M=-27.N=-488.As=0.(1)V=21.N=-488.Ash=120.0Rsh=0.30抗剪承载力:WS_XF=0.0WS_YF=204.9----------------------------------------------------------------------------N-WC=25(I=809J=810)B*H*Lwc(m)=0.20*0.65*3.50aa=40(mm)Nfw=3Rcw=40.0Fy=360.Fyv=360.Fyw=360.Rwv=0.30RLIVE=0.60混凝土墙加强区100
2.7.3梁配筋和验算N-B=1(I=646,J=656)(1)B*H(mm)=250*300Lb=1.80Cover=20Nfb=4Rcb=30.0Fy=360.Fyv=300.调幅系数：0.85扭矩折减系数：0.40刚度系数：1.09梁属性：混凝土梁框架梁调幅梁-I--1--2--3--4--5--6--7--J--M(kNm)-17.-9.-5.-2.0.-2.-5.-9.-18.LoadCase(29)(37)(37)(37)(0)(36)(28)(28)(28)TopAst188.150.150.150.0.150.150.150.188.%Steel0.250.200.200.200.000.200.200.200.25+M(kNm)14.9.7.5.2.3.4.6.9.LoadCase(36)(28)(28)(28)(0)(29)(37)(37)(37)BtmAst188.150.150.150.150.150.150.150.188.%Steel0.250.200.200.200.200.200.200.200.25Shear18.16.14.12.-14.-16.-18.-20.-22.LoadCase(29)(29)(29)(29)(28)(28)(28)(28)(28)Asv31.31.31.31.31.31.31.31.31.Rsv0.120.120.120.120.120.120.120.120.12Tmax/Shear(12)=0.2/-13.Astt=0.Astv=31.0Ast1=0.0非加密区箍筋面积(1.5H处)Asvm=31.---------------------------------------------------------------------------N-B=2(I=656,J=668)(1)B*H(mm)=250*300Lb=3.60Cover=20Nfb=4Rcb=30.0Fy=360.Fyv=300.调幅系数：0.85扭矩折减系数：0.40刚度系数：1.45梁属性：混凝土梁框架梁调幅梁-I--1--2--3--4--5--6--7--J--M(kNm)-19.-6.0.0.0.0.-2.-9.-23.LoadCase(29)(29)(37)(0)(0)(0)(36)(28)(28)TopAst188.150.150.0.0.0.150.150.189.%Steel0.250.200.200.000.000.000.200.200.29+M(kNm)2.4.7.9.9.9.7.4.0.LoadCase(36)(0)(0)(0)(0)(0)(0)(0)(0)BtmAst188.150.150.150.150.150.150.150.188.%Steel0.250.200.200.200.200.200.200.200.25Shear19.16.13.8.-5.-10.-14.-18.-21.LoadCase(29)(29)(29)(29)(28)(28)(28)(28)(28)Asv31.31.31.31.31.31.31.31.31.Rsv0.120.120.120.120.120.120.120.120.12Tmax/Shear(8)=0.0/-20.Astt=0.Astv=31.0Ast1=0.0非加密区箍筋面积(1.5H处)Asvm=31.---------------------------------------------------------------------------N-B=3(I=668,J=695)(1)B*H(mm)=250*300Lb=3.80Cover=20Nfb=4Rcb=30.0Fy=360.Fyv=300.调幅系数：0.85扭矩折减系数：0.40刚度系数：1.48100
梁属性：混凝土梁框架梁调幅梁-I--1--2--3--4--5--6--7--J--M(kNm)-23.-8.-1.0.0.0.-1.-8.-23.LoadCase(29)(29)(37)(0)(0)(0)(36)(28)(28)TopAst190.150.150.0.0.0.150.150.192.%Steel0.290.200.200.000.000.000.200.200.30+M(kNm)0.4.8.10.10.10.8.4.0.LoadCase(0)(0)(0)(0)(0)(0)(0)(0)(0)BtmAst188.150.150.150.150.150.150.150.188.%Steel0.250.200.200.200.200.200.200.200.25Shear21.18.14.9.-4.-9.-14.-18.-21.LoadCase(29)(29)(29)(29)(28)(28)(28)(28)(28)Asv31.31.31.31.31.31.31.31.31.Rsv0.120.120.120.120.120.120.120.120.12Tmax/Shear(8)=0.0/-20.Astt=0.Astv=31.0Ast1=0.0非加密区箍筋面积(1.5H处)Asvm=31.---------------------------------------------------------------------------N-B=4(I=695,J=717)(1)B*H(mm)=250*300Lb=3.80Cover=20Nfb=4Rcb=30.0Fy=360.Fyv=300.调幅系数：0.85扭矩折减系数：0.40刚度系数：1.48梁属性：混凝土梁框架梁调幅梁-I--1--2--3--4--5--6--7--J--M(kNm)-23.-8.-1.0.0.0.-1.-8.-22.LoadCase(29)(29)(37)(0)(0)(0)(36)(28)(28)TopAst191.150.150.0.0.0.150.150.188.%Steel0.300.200.200.000.000.000.200.200.25+M(kNm)0.4.8.10.10.10.8.4.0.LoadCase(0)(0)(0)(0)(0)(0)(0)(0)(0)BtmAst188.150.150.150.150.150.150.150.188.%Steel0.250.200.200.200.200.200.200.200.25Shear21.18.14.9.4.-9.-14.-18.-21.LoadCase(29)(29)(29)(29)(29)(28)(28)(28)(28)Asv31.31.31.31.31.31.31.31.31.Rsv0.120.120.120.120.120.120.120.120.12Tmax/Shear(9)=0.0/21.Astt=0.Astv=31.0Ast1=0.0非加密区箍筋面积(1.5H处)Asvm=31.---------------------------------------------------------------------------N-B=5(I=717,J=736)(1)B*H(mm)=250*300Lb=3.60Cover=20Nfb=4Rcb=30.0Fy=360.Fyv=300.调幅系数：0.85扭矩折减系数：0.40刚度系数：1.45梁属性：混凝土梁框架梁调幅梁-I--1--2--3--4--5--6--7--J--M(kNm)-21.-8.-2.0.0.0.-3.-10.-24.LoadCase(29)(29)(37)(0)(0)(0)(36)(28)(28)100
TopAst188.150.150.0.0.0.150.150.205.%Steel0.250.200.200.000.000.000.200.200.32+M(kNm)1.4.7.9.9.9.7.4.0.LoadCase(36)(0)(0)(0)(0)(0)(0)(0)(0)BtmAst188.150.150.150.150.150.150.150.188.%Steel0.250.200.200.200.200.200.200.200.25Shear20.16.13.8.-5.-10.-14.-18.-21.LoadCase(29)(29)(29)(29)(28)(28)(28)(28)(28)Asv31.31.31.31.31.31.31.31.31.Rsv0.120.120.120.120.120.120.120.120.12Tmax/Shear(8)=0.0/-20.Astt=0.Astv=31.0Ast1=0.0非加密区箍筋面积(1.5H处)Asvm=31.---------------------------------------------------------------------------N-B=6(I=736,J=749)(1)B*H(mm)=250*300Lb=4.80Cover=20Nfb=4Rcb=30.0Fy=360.Fyv=300.调幅系数：0.85扭矩折减系数：0.40刚度系数：1.62梁属性：混凝土梁框架梁调幅梁-I--1--2--3--4--5--6--7--J--M(kNm)-29.-8.0.0.0.0.0.-7.-27.LoadCase(29)(29)(0)(0)(0)(0)(0)(28)(28)TopAst247.150.0.0.0.0.0.150.229.%Steel0.380.200.000.000.000.000.000.200.36+M(kNm)0.7.13.16.17.16.13.7.0.LoadCase(0)(0)(0)(0)(0)(0)(0)(0)(0)BtmAst188.150.150.180.193.180.150.150.188.%Steel0.250.200.220.280.300.280.220.200.25Shear27.22.16.9.3.-9.-15.-22.-26.LoadCase(1)(9)(9)(29)(29)(28)(8)(8)(8)Asv31.31.31.31.31.31.31.31.31.Rsv0.120.120.120.120.120.120.120.120.12Tmax/Shear(1)=0.0/27.Astt=0.Astv=31.0Ast1=0.0非加密区箍筋面积(1.5H处)Asvm=31N-B=50(I=788,J=814)(1)B*H(mm)=250*400Lb=3.80Cover=20Nfb=4Rcb=30.0Fy=360.Fyv=300.调幅系数：0.85扭矩折减系数：0.40刚度系数：1.89梁属性：混凝土梁框架梁调幅梁-I--1--2--3--4--5--6--7--J--M(kNm)-17.-10.-2.0.0.0.0.-6.-16.LoadCase(13)(29)(37)(0)(0)(0)(0)(28)(8)TopAst250.200.200.0.0.0.0.200.250.%Steel0.250.200.200.000.000.000.000.200.25+M(kNm)1.6.10.14.15.13.10.6.0.LoadCase(36)(0)(0)(8)(8)(0)(0)(0)(0)BtmAst250.200.200.200.200.200.200.200.250.100
%Steel0.250.200.200.200.200.200.200.200.25Shear28.24.17.11.-4.-11.-17.-24.-28.LoadCase(9)(9)(29)(29)(28)(28)(28)(8)(8)Asv31.31.31.31.31.31.31.31.31.Rsv0.120.120.120.120.120.120.120.120.12Tmax/Shear(8)=0.1/-28.Astt=0.Astv=31.0Ast1=0.0非加密区箍筋面积(1.5H处)Asvm=31.---------------------------------------------------------------------------N-B=51(I=814,J=837)(1)B*H(mm)=250*400Lb=3.80Cover=20Nfb=4Rcb=30.0Fy=360.Fyv=300.调幅系数：0.85扭矩折减系数：0.40刚度系数：1.89梁属性：混凝土梁框架梁调幅梁-I--1--2--3--4--5--6--7--J--M(kNm)-16.-6.0.0.0.0.-2.-11.-17.LoadCase(9)(29)(0)(0)(0)(0)(36)(28)(12)TopAst250.200.0.0.0.0.200.200.250.%Steel0.250.200.000.000.000.000.200.200.25+M(kNm)0.6.10.13.15.14.10.6.1.LoadCase(0)(0)(0)(0)(9)(9)(0)(0)(37)BtmAst250.200.200.200.200.200.200.200.250.%Steel0.250.200.200.200.200.200.200.200.25Shear28.24.17.11.-4.-11.-17.-24.-28.LoadCase(9)(9)(29)(29)(28)(28)(28)(8)(8)Asv31.31.31.31.31.31.31.31.31.Rsv0.120.120.120.120.120.120.120.120.12Tmax/Shear(9)=0.1/28.Astt=0.Astv=31.0Ast1=0.0非加密区箍筋面积(1.5H处)Asvm=31.N-B=381(I=850,J=865)(1)B*H(mm)=300*400Lb=2.40Cover=20Nfb=4Rcb=30.0Fy=360.Fyv=300.调幅系数：0.85扭矩折减系数：0.40刚度系数：1.13梁属性：混凝土梁框架梁调幅梁-I--1--2--3--4--5--6--7--J--M(kNm)-42.-20.-9.0.0.0.0.0.0.LoadCase(29)(29)(37)(37)(0)(0)(0)(0)(0)TopAst300.240.240.240.0.0.0.0.0.%Steel0.250.200.200.200.000.000.000.000.00+M(kNm)0.4.11.18.19.25.30.33.35.LoadCase(0)(36)(28)(28)(1)(1)(1)(1)(1)BtmAst300.240.240.240.240.240.240.265.281.%Steel0.250.200.200.200.200.200.220.250.26Shear43.39.34.29.24.19.15.10.6.LoadCase(1)(1)(1)(29)(29)(29)(29)(29)(29)Asv37.37.37.37.37.37.37.37.37.Rsv0.120.120.120.120.120.120.120.120.12100
Tmax/Shear(1)=0.9/43.Astt=0.Astv=37.3Ast1=0.0非加密区箍筋面积(1.5H处)Asvm=37.---------------------------------------------------------------------------N-B=382(I=865,J=867)(1)B*H(mm)=300*400Lb=2.40Cover=20Nfb=4Rcb=30.0Fy=360.Fyv=300.调幅系数：0.85扭矩折减系数：0.40刚度系数：1.13梁属性：混凝土梁框架梁调幅梁-I--1--2--3--4--5--6--7--J--M(kNm)0.0.0.0.0.-6.-17.-23.-56.LoadCase(0)(0)(0)(0)(0)(36)(28)(8)(28)TopAst0.0.0.0.0.240.240.240.340.%Steel0.000.000.000.000.000.200.200.200.32+M(kNm)35.31.26.20.12.9.5.3.0.LoadCase(1)(1)(1)(1)(13)(29)(0)(0)(0)BtmAst281.251.240.240.240.240.240.240.300.%Steel0.260.230.200.200.200.200.200.200.25Shear-12.-16.-20.-25.-30.-36.-41.-46.-50.LoadCase(28)(28)(28)(28)(1)(1)(1)(1)(1)Asv37.37.37.37.37.37.37.37.37.Rsv0.120.120.120.120.120.120.120.120.12Tmax/Shear(1)=1.0/-50.Astt=0.Astv=37.3Ast1=0.0非加密区箍筋面积(1.5H处)Asvm=37.---------------------------------------------------------------------------N-B=383(I=867,J=881)(1)B*H(mm)=250*400Lb=2.40Cover=20Nfb=4Rcb=30.0Fy=360.Fyv=300.调幅系数：0.85扭矩折减系数：0.40刚度系数：1.23梁属性：混凝土梁框架梁调幅梁-I--1--2--3--4--5--6--7--J--M(kNm)-47.-21.-17.-8.-2.0.0.0.0.LoadCase(30)(1)(29)(29)(37)(0)(0)(0)(0)TopAst283.200.200.200.200.0.0.0.0.%Steel0.320.200.200.200.200.000.000.000.00+M(kNm)0.2.3.4.8.11.16.21.24.LoadCase(0)(0)(0)(0)(28)(8)(1)(1)(10)BtmAst250.200.200.200.200.200.200.200.200.%Steel0.250.200.200.200.200.200.200.200.22Shear36.33.30.27.23.20.17.14.12.LoadCase(1)(1)(1)(1)(1)(30)(30)(30)(30)Asv31.31.31.31.31.31.31.31.31.Rsv0.120.120.120.120.120.120.120.120.12Tmax/Shear(1)=1.0/36.Astt=0.Astv=31.0Ast1=0.0非加密区箍筋面积(1.5H处)Asvm=31.---------------------------------------------------------------------------N-B=384(I=881,J=891)(1)B*H(mm)=250*400100
Lb=0.40Cover=20Nfb=4Rcb=30.0Fy=360.Fyv=300.调幅系数：0.85扭矩折减系数：1.00刚度系数：1.00梁属性：混凝土梁框架梁调幅梁-I--1--2--3--4--5--6--7--J--M(kNm)0.0.0.0.0.0.0.0.0.LoadCase(0)(0)(0)(0)(0)(0)(0)(0)(0)TopAst0.0.0.0.0.0.0.0.0.%Steel0.000.000.000.000.000.000.000.000.00+M(kNm)24.24.24.24.24.24.24.24.24.LoadCase(10)(10)(10)(10)(10)(10)(10)(10)(10)BtmAst200.200.200.200.200.200.200.200.200.%Steel0.220.220.220.220.220.220.220.220.22Shear3.2.2.2.-2.-2.-2.-3.-3.LoadCase(29)(29)(29)(29)(28)(28)(28)(28)(28)Asv31.31.31.31.31.31.31.31.31.Rsv0.120.120.120.120.120.120.120.120.12Tmax/Shear(12)=0.1/-2.Astt=0.Astv=31.0Ast1=0.0非加密区箍筋面积(1.5H处)Asvm=31.N-C=37(1)B*H(mm)=300*800Cover=20(mm)Cx=1.00Cy=1.00Lc=3.50(m)Nfc=4Rcc=40.0Fy=360.Fyv=300.RLIVEC=0.60混凝土柱矩形截面(31)Nu=-1885.Uc=0.411Rs=0.65(%)Rsv=0.57(%)Asc=240.0(1)N=-1935.Mx=-48.My=2.Asxt=582.Asxt0=0.(1)N=-1935.Mx=-48.My=2.Asyt=672.Asyt0=0.(1)N=-1935.Mx=-20.My=1.Asxb=582.Asxb0=0.(1)N=-1935.Mx=-20.My=1.Asyb=672.Asyb0=0.(1)N=-1935.Vx=1.Vy=19.Ts=0.Asvx=104.Asvx0=0.(1)N=-1935.Vx=1.Vy=19.Ts=0.Asvy=104.Asvy0=0.抗剪承载力:CB_XF=151.0CB_YF=425.5----------------------------------------------------------------------------N-C=38(1)B*H(mm)=300*800Cover=20(mm)Cx=1.00Cy=1.00Lc=3.50(m)Nfc=4Rcc=40.0Fy=360.Fyv=300.RLIVEC=0.60混凝土柱矩形截面(31)Nu=-2440.Uc=0.532Rs=0.65(%)Rsv=0.70(%)Asc=240.0(1)N=-2581.Mx=-37.My=14.Asxt=582.Asxt0=0.(1)N=-2581.Mx=-37.My=14.Asyt=672.Asyt0=0.(1)N=-2581.Mx=-15.My=7.Asxb=582.Asxb0=0.(1)N=-2581.Mx=-15.My=7.Asyb=672.Asyb0=0.(1)N=-2581.Vx=6.Vy=15.Ts=0.Asvx=127.Asvx0=0.(1)N=-2581.Vx=6.Vy=15.Ts=0.Asvy=127.Asvy0=0.抗剪承载力:CB_XF=175.2CB_YF=476.4----------------------------------------------------------------------------N-C=39(1)B*H(mm)=300*800Cover=20(mm)Cx=1.00Cy=1.00Lc=3.50(m)Nfc=4Rcc=40.0Fy=360.Fyv=300.100
RLIVEC=0.60混凝土柱矩形截面(31)Nu=-2632.Uc=0.574Rs=0.65(%)Rsv=0.70(%)Asc=240.0(1)N=-2831.Mx=-36.My=-13.Asxt=582.Asxt0=0.(1)N=-2831.Mx=-36.My=-13.Asyt=672.Asyt0=0.(1)N=-2831.Mx=-14.My=-7.Asxb=582.Asxb0=0.(1)N=-2831.Mx=-14.My=-7.Asyb=672.Asyb0=0.(1)N=-2831.Vx=-6.Vy=14.Ts=0.Asvx=127.Asvx0=0.(1)N=-2831.Vx=-6.Vy=14.Ts=0.Asvy=127.Asvy0=0.抗剪承载力:CB_XF=183.2CB_YF=497.7----------------------------------------------------------------------------N-C=40(1)B*H(mm)=300*500Cover=20(mm)Cx=1.00Cy=1.00Lc=3.50(m)Nfc=4Rcc=40.0Fy=360.Fyv=300.RLIVEC=0.60混凝土柱矩形截面(31)Nu=-1455.Uc=0.508Rs=0.66(%)Rsv=0.70(%)Asc=201.0(1)N=-1525.Mx=-10.My=-1.Asxt=447.Asxt0=0.(1)N=-1525.Mx=-10.My=-1.Asyt=449.Asyt0=0.(1)N=-1525.Mx=-4.My=0.Asxb=447.Asxb0=0.(1)N=-1525.Mx=-4.My=0.Asyb=449.Asyb0=0.(1)N=-1525.Vx=0.Vy=4.Ts=0.Asvx=109.Asvx0=0.(1)N=-1525.Vx=0.Vy=4.Ts=0.Asvy=109.Asvy0=0.抗剪承载力:CB_XF=108.3CB_YF=184.8----------------------------------------------------------------------------N-C=41(1)B*H(mm)=300*500Cover=20(mm)Cx=1.00Cy=1.00Lc=3.50(m)Nfc=4Rcc=40.0Fy=360.Fyv=300.RLIVEC=0.60混凝土柱矩形截面(31)Nu=-1493.Uc=0.521Rs=0.66(%)Rsv=0.70(%)Asc=201.0(1)N=-1570.Mx=-10.My=1.Asxt=447.Asxt0=0.(1)N=-1570.Mx=-10.My=1.Asyt=449.Asyt0=0.(1)N=-1570.Mx=-4.My=0.Asxb=447.Asxb0=0.(1)N=-1570.Mx=-4.My=0.Asyb=449.Asyb0=0.(1)N=-1570.Vx=0.Vy=4.Ts=0.Asvx=109.Asvx0=0.(1)N=-1570.Vx=0.Vy=4.Ts=0.Asvy=109.Asvy0=0.抗剪承载力:CB_XF=109.9CB_YF=187.4----------------------------------------------------------------------------N-C=42(1)B*H(mm)=300*800Cover=20(mm)Cx=1.00Cy=1.00Lc=3.50(m)Nfc=4Rcc=40.0Fy=360.Fyv=300.RLIVEC=0.60混凝土柱矩形截面(31)Nu=-2638.Uc=0.575Rs=0.65(%)Rsv=0.70(%)Asc=240.0(1)N=-2843.Mx=-36.My=13.Asxt=582.Asxt0=0.(1)N=-2843.Mx=-36.My=13.Asyt=672.Asyt0=0.(1)N=-2843.Mx=-14.My=6.Asxb=582.Asxb0=0.(1)N=-2843.Mx=-14.My=6.Asyb=672.Asyb0=0.(1)N=-2843.Vx=5.Vy=14.Ts=0.Asvx=127.Asvx0=0.(1)N=-2843.Vx=5.Vy=14.Ts=0.Asvy=127.Asvy0=0.100
抗剪承载力:CB_XF=183.6CB_YF=498.7----------------------------------------------------------------------------N-C=43(1)B*H(mm)=300*800Cover=20(mm)Cx=1.00Cy=1.00Lc=3.50(m)Nfc=4Rcc=40.0Fy=360.Fyv=300.RLIVEC=0.60混凝土柱矩形截面(31)Nu=-2708.Uc=0.591Rs=0.65(%)Rsv=0.70(%)Asc=240.0(1)N=-2938.Mx=-32.My=-10.Asxt=582.Asxt0=0.(1)N=-2938.Mx=-32.My=-10.Asyt=672.Asyt0=0.(1)N=-2938.Mx=-12.My=-5.Asxb=582.Asxb0=0.(1)N=-2938.Mx=-12.My=-5.Asyb=672.Asyb0=0.(1)N=-2938.Vx=-4.Vy=13.Ts=0.Asvx=127.Asvx0=0.(1)N=-2938.Vx=-4.Vy=13.Ts=0.Asvy=127.Asvy0=0.抗剪承载力:CB_XF=186.3CB_YF=506.0----------------------------------------------------------------------------N-C=44(1)B*H(mm)=300*500Cover=20(mm)Cx=1.00Cy=1.00Lc=3.50(m)Nfc=4Rcc=40.0Fy=360.Fyv=300.RLIVEC=0.60混凝土柱矩形截面(31)Nu=-1660.Uc=0.579Rs=0.66(%)Rsv=0.70(%)Asc=201.0(1)N=-1811.Mx=4.My=3.Asxt=447.Asxt0=0.(1)N=-1811.Mx=4.My=3.Asyt=449.Asyt0=0.(1)N=-1811.Mx=2.My=1.Asxb=447.Asxb0=0.(1)N=-1811.Mx=2.My=1.Asyb=449.Asyb0=0.(1)N=-1811.Vx=1.Vy=-2.Ts=0.Asvx=109.Asvx0=0.(1)N=-1811.Vx=1.Vy=-2.Ts=0.Asvy=109.Asvy0=0.抗剪承载力:CB_XF=117.6CB_YF=196.9----------------------------------------------------------------------------N-C=45(1)B*H(mm)=300*500Cover=20(mm)Cx=1.00Cy=1.00Lc=3.50(m)Nfc=4Rcc=40.0Fy=360.Fyv=300.RLIVEC=0.60混凝土柱矩形截面(31)Nu=-1661.Uc=0.580Rs=0.66(%)Rsv=0.70(%)Asc=201.0(1)N=-1811.Mx=4.My=-3.Asxt=447.Asxt0=0.(1)N=-1811.Mx=4.My=-3.Asyt=449.Asyt0=0.(1)N=-1811.Mx=2.My=-2.Asxb=447.Asxb0=0.(1)N=-1811.Mx=2.My=-2.Asyb=449.Asyb0=0.(1)N=-1811.Vx=-1.Vy=-2.Ts=0.Asvx=109.Asvx0=0.(1)N=-1811.Vx=-1.Vy=-2.Ts=0.Asvy=109.Asvy0=0.抗剪承载力:CB_XF=117.6CB_YF=196.9----------------------------------------------------------------------------N-C=46(1)B*H(mm)=300*800Cover=20(mm)Cx=1.00Cy=1.00Lc=3.50(m)Nfc=4Rcc=40.0Fy=360.Fyv=300.RLIVEC=0.60混凝土柱矩形截面(31)Nu=-2716.Uc=0.593Rs=0.65(%)Rsv=0.70(%)Asc=240.0(1)N=-2943.Mx=-33.My=10.Asxt=582.Asxt0=0.(1)N=-2943.Mx=-33.My=10.Asyt=672.Asyt0=0.100
(1)N=-2943.Mx=-12.My=5.Asxb=582.Asxb0=0.(1)N=-2943.Mx=-12.My=5.Asyb=672.Asyb0=0.(1)N=-2943.Vx=4.Vy=13.Ts=0.Asvx=127.Asvx0=0.(1)N=-2943.Vx=4.Vy=13.Ts=0.Asvy=127.Asvy0=0.抗剪承载力:CB_XF=186.4CB_YF=506.3----------------------------------------------------------------------------N-C=47(1)B*H(mm)=300*800Cover=20(mm)Cx=1.00Cy=1.00Lc=3.50(m)Nfc=4Rcc=40.0Fy=360.Fyv=300.RLIVEC=0.60混凝土柱矩形截面(31)Nu=-2415.Uc=0.527Rs=0.65(%)Rsv=0.70(%)Asc=240.0(1)N=-2557.Mx=-37.My=-14.Asxt=582.Asxt0=0.(1)N=-2557.Mx=-37.My=-14.Asyt=672.Asyt0=0.(1)N=-2557.Mx=-13.My=-7.Asxb=582.Asxb0=0.(1)N=-2557.Mx=-13.My=-7.Asyb=672.Asyb0=0.(1)N=-2557.Vx=-6.Vy=14.Ts=0.Asvx=127.Asvx0=0.(1)N=-2557.Vx=-6.Vy=14.Ts=0.Asvy=127.Asvy0=0.抗剪承载力:CB_XF=174.4CB_YF=474.3----------------------------------------------------------------------------N-C=48(1)B*H(mm)=300*800Cover=20(mm)Cx=1.00Cy=1.00Lc=3.50(m)Nfc=4Rcc=40.0Fy=360.Fyv=300.RLIVEC=0.60混凝土柱矩形截面(31)Nu=-1867.Uc=0.407Rs=0.65(%)Rsv=0.57(%)Asc=240.0(1)N=-1921.Mx=-49.My=-2.Asxt=582.Asxt0=0.(1)N=-1921.Mx=-49.My=-2.Asyt=672.Asyt0=0.(1)N=-1921.Mx=-18.My=-1.Asxb=582.Asxb0=0.(1)N=-1921.Mx=-18.My=-1.Asyb=672.Asyb0=0.(1)N=-1921.Vx=-1.Vy=19.Ts=0.Asvx=104.Asvx0=0.(1)N=-1921.Vx=-1.Vy=19.Ts=0.Asvy=104.Asvy0=0.抗剪承载力:CB_XF=150.4CB_YF=423.9----------------------------------------------------------------------------N-C=49(1)B*H(mm)=300*400Cover=20(mm)Cx=1.00Cy=1.00Lc=3.50(m)Nfc=4Rcc=40.0Fy=360.Fyv=300.RLIVEC=1.00混凝土柱矩形截面(31)Nu=-115.Uc=0.050Rs=0.66(%)Rsv=0.40(%)Asc=153.0(1)N=-103.Mx=-4.My=-6.Asxt=348.Asxt0=0.(18)N=-35.Mx=-3.My=-3.Asyt=352.Asyt0=3.(38)N=-47.Mx=9.My=-2.Asxb=348.Asxb0=14.(36)N=-82.Mx=0.My=-7.Asyb=352.Asyb0=1.(1)N=-103.Vx=-2.Vy=1.Ts=0.Asvx=56.Asvx0=0.(1)N=-103.Vx=-2.Vy=1.Ts=0.Asvy=56.Asvy0=0.抗剪承载力:CB_XF=28.5CB_YF=40.100
2.8结构信息2.8.1结构设计总信息结构材料信息:钢砼结构混凝土容重(kN/m3):Gc=27.00钢材容重(kN/m3):Gs=80.00水平力的夹角(Degree)ARF=0.00地下室层数:MBASE=1竖向荷载计算信息:按模拟施工3加荷计算风荷载计算信息: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“规定水平力”计算方法:楼层剪力差方法(规范方法)结构类别:框架-筒体结构裙房层数:MANNEX=0转换层所在层号：MCHANGE=0嵌固端所在层号：MQIANGU=1墙元细分最大控制长度(m)DMAX=1.00弹性板与梁变形是否协调是墙元网格:侧向出口结点是否对全楼强制采用刚性楼板假定否地下室是否强制采用刚性楼板假定:否墙梁跨中节点作为刚性楼板的从节点是计算墙倾覆力矩时只考虑腹板和有效翼缘否采用的楼层刚度算法层间剪力比层间位移算法结构所在地区全国风荷载信息..........................................修正后的基本风压(kN/m2):WO=0.50风荷载作用下舒适度验算风压(kN/m2):WOC=0.30地面粗糙程度:C类结构X向基本周期（秒）:Tx=1.80结构Y向基本周期（秒）:Ty=1.70是否考虑顺风向风振:是风荷载作用下结构的阻尼比(%):WDAMP=5.00风荷载作用下舒适度验算阻尼比(%):WDAMPC=2.00是否计算横风向风振:否是否计算扭转风振:否承载力设计时风荷载效应放大系数:WENL=1.10体形变化分段数:MPART=1各段最高层号:NSTi=17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)CQC100
计算振型数:NMODE=15地震烈度:NAF=6.00场地类别:KD=II设计地震分组:一组特征周期TG=0.35地震影响系数最大值Rmax1=0.04用于12层以下规则砼框架结构薄弱层验算的地震影响系数最大值Rmax2=0.28框架的抗震等级:NF=4剪力墙的抗震等级:NW=3钢框架的抗震等级:NS=3抗震构造措施的抗震等级:NGZDJ=不改变重力荷载代表值的活载组合值系数:RMC=0.50周期折减系数:TC=0.90结构的阻尼比(%):DAMP=5.00中震(或大震)设计:MID=不考虑是否考虑偶然偏心:是是否考虑双向地震扭转效应:是按主振型确定地震内力符号:否斜交抗侧力构件方向的附加地震数=0活荷载信息..........................................考虑活荷不利布置的层数不考虑柱、墙活荷载是否折减折算传到基础的活荷载是否折减折算考虑结构使用年限的活荷载调整系数1.00------------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........................................梁刚度放大系数是否按2010规范取值：是托墙梁刚度增大系数：BK_TQL=1.00梁端弯矩调幅系数：BT=0.85梁活荷载内力增大系数：BM=1.05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=1.000.2Vo调整分段数：VSEG=1100
第1段起始和终止层号：KQ1=1,KQ2=170.2Vo调整上限：KQ_L=2.00框支柱调整上限：KZZ_L=5.00顶塔楼内力放大起算层号：NTL=0顶塔楼内力放大：RTL=1.00框支剪力墙结构底部加强区剪力墙抗震等级自动提高一级:是实配钢筋超配系数CPCOEF91=1.15是否按抗震规范5.2.5调整楼层地震力IAUTO525=1弱轴方向的动位移比例因子XI1=0.00强轴方向的动位移比例因子XI2=0.00是否调整与框支柱相连的梁内力IREGU_KZZB=0薄弱层判断方式：按高规和抗规从严判断强制指定的薄弱层个数NWEAK=0薄弱层地震内力放大系数WEAKCOEF=1.25强制指定的加强层个数NSTREN=0配筋信息........................................梁箍筋强度(N/mm2):JB=300柱箍筋强度(N/mm2):JC=300墙水平分布筋强度(N/mm2):FYH=360墙竖向分布筋强度(N/mm2):FYW=360边缘构件箍筋强度(N/mm2):JWB=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墙竖向分布筋配筋率(%):RWV=0.30结构底部单独指定墙竖向分布筋配筋率的层数:NSW=0结构底部NSW层的墙竖向分布配筋率:RWV1=0.60梁抗剪配筋采用交叉斜筋时箍筋与对角斜筋的配筋强度比:RGX=1.00设计信息........................................结构重要性系数:RWO=1.00柱计算长度计算原则:无侧移梁端在梁柱重叠部分简化:不作为刚域柱端在梁柱重叠部分简化:不作为刚域是否考虑P-Delt效应：否柱配筋计算原则:按单偏压计算按高规或高钢规进行构件设计:是钢构件截面净毛面积比:RN=0.85梁保护层厚度(mm):BCB=20.00柱保护层厚度(mm):ACA=20.00剪力墙构造边缘构件的设计执行高规7.2.16-4:是框架梁端配筋考虑受压钢筋:是100
结构中的框架部分轴压比限值按纯框架结构的规定采用:否当边缘构件轴压比小于抗规6.4.5条规定的限值时一律设置构造边缘构件:是是否按混凝土规范B.0.4考虑柱二阶效应: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温度荷载分项系数:CTEMP=1.40吊车荷载分项系数:CCRAN=1.40特殊风荷载分项系数:CSPW=1.40活荷载的组合值系数:CD_L=0.70风荷载的组合值系数:CD_W=0.60重力荷载代表值效应的活荷组合值系数:CEA_L=0.50重力荷载代表值效应的吊车荷载组合值系数:CEA_C=0.50吊车荷载组合值系数:CD_C=0.70温度作用的组合值系数:仅考虑恒载、活载参与组合:CD_TDL=0.60考虑风荷载参与组合:CD_TW=0.00考虑地震作用参与组合:CD_TE=0.00砼构件温度效应折减系数:CC_T=0.30地下信息..........................................土的水平抗力系数的比例系数(MN/m4):MI=3.00扣除地面以下几层的回填土约束:MMSOIL=0回填土容重(kN/m3):Gsol=18.00回填土侧压力系数:Rsol=0.50外墙分布筋保护厚度(mm):WCW=35.00室外地平标高(m):Hout=-0.35地下水位标高(m):Hwat=-20.00室外地面附加荷载(kN/m2):Qgrd=0.00剪力墙底部加强区的层和塔信息.......................层号塔号112131用户指定薄弱层的层和塔信息.........................层号塔号100
用户指定加强层的层和塔信息.........................层号塔号约束边缘构件与过渡层的层和塔信息...................层号塔号类别11约束边缘构件层21约束边缘构件层31约束边缘构件层41约束边缘构件层**********************************************************各层的质量、质心坐标信息**********************************************************层号塔号质心X质心Y质心Z恒载质量活载质量附加质量质量比(m)(m)(t)(t)17123.69610.58048.3001576.8122.20.01.4016123.73510.81545.5001087.4123.60.01.0015123.76610.80742.7001082.0123.60.01.0014123.73610.81539.9001087.4123.60.01.0013123.76610.80737.1001082.0123.60.01.0012123.73510.81534.3001087.4123.60.01.0011123.76610.80731.5001082.0123.60.01.0010123.73510.81528.7001087.4123.60.01.009123.76610.80725.9001082.0123.60.01.008123.73510.81523.1001087.4123.60.01.007123.76610.80720.3001082.0123.60.01.006123.73610.81517.5001087.4123.60.01.005123.76610.80714.7001082.0123.60.01.004123.73510.81511.9001087.4123.6100
0.01.003123.76610.8079.1001082.0123.60.00.882123.7359.4666.3001218.1156.70.00.941123.7429.4953.5001302.4156.70.01.00活载产生的总质量(t):2166.096恒载产生的总质量(t):19283.449附加总质量(t):0.000结构的总质量(t):21449.545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和附加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(标准层号)塔号梁元数柱元数墙元数层高累计高度(混凝土/主筋)(混凝土/主筋)(混凝土/主筋)(m)(m)1(2)1396(30/360)127(40/360)82(40/360)3.5003.5002(1)1396(30/360)127(40/360)83(40/360)2.8006.3003(3)1336(30/360)96(40/360)82(40/360)2.8009.1004(4)1335(30/360)96(40/360)82(40/360)2.80011.9005(3)1336(30/360)96(40/360)82(40/360)2.80014.7006(4)1335(30/360)96(40/360)82(40/360)2.80017.5007(3)1336(30/360)96(40/360)82(40/360)2.80020.3008(4)1335(30/360)96(40/360)82(40/360)2.80023.1009(3)1336(30/360)96(40/360)82(40/360)2.80025.90010(4)1335(30/360)96(40/360)82(40/360)2.800100
28.70011(3)1336(30/360)96(40/360)82(40/360)2.80031.50012(4)1335(30/360)96(40/360)82(40/360)2.80034.30013(3)1336(30/360)96(40/360)82(40/360)2.80037.10014(4)1335(30/360)96(40/360)82(40/360)2.80039.90015(3)1336(30/360)96(40/360)82(40/360)2.80042.70016(4)1335(30/360)96(40/360)82(40/360)2.80045.50017(5)1335(30/360)96(40/360)82(40/360)2.80048.300**********************************************************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Y17165.8065.8184.2289.80289.8811.416162.70128.5544.0276.72566.52397.715159.66188.21070.9263.85830.44722.714156.67244.81756.4251.111081.57750.913153.70298.52592.3238.421319.911446.612150.74349.33570.2225.731545.615774.311147.76397.04681.9212.931758.620698.310144.76441.85918.9199.951958.526182.19141.70483.57272.6186.682145.232188.78138.55522.08734.3173.002318.238679.67135.28557.310294.8158.732476.945615.06132.46589.811946.2146.612623.552960.95130.66620.413683.4139.512763.060697.44128.79649.215501.2132.082895.168803.73126.77676.017393.9124.093019.277257.52128.03704.019365.2114.943134.186033.1110.00704.021829.30.003134.197002.6100
===========================================================================各楼层偶然偏心信息===========================================================================层号塔号X向偏心Y向偏心110.050.05210.050.05310.050.05410.050.05510.050.05610.050.05710.050.05810.050.05910.050.051010.050.051110.050.051210.050.051310.050.051410.050.051510.050.051610.050.051710.050.05===========================================================================各楼层等效尺寸(单位:m,m**2)===========================================================================层号塔号面积形心X形心Y等效宽B等效高H最大宽BMAX最小宽BMIN111555.1023.588.5581.9419.1481.9419.14211555.1023.588.5581.9419.1481.9419.14311223.7623.5710.4483.0615.7783.0615.77411223.7623.5710.4483.0615.7783.0615.77511223.7623.5710.4483.0615.7783.0615.77611223.7623.5710.4483.0615.7783.0615.77100
711223.7623.5710.4483.0615.7783.0615.77811223.7623.5710.4483.0615.7783.0615.77911223.7623.5710.4483.0615.7783.0615.771011223.7623.5710.4483.0615.7783.0615.771111223.7623.5710.4483.0615.7783.0615.771211223.7623.5710.4483.0615.7783.0615.771311223.7623.5710.4483.0615.7783.0615.771411223.7623.5710.4483.0615.7783.0615.771511223.7623.5710.4483.0615.7783.0615.771611223.7623.5710.4483.0615.7783.0615.771711223.7623.5710.4483.0615.7783.0615.77===========================================================================各楼层的单位面积质量分布(单位:kg/m**2)===========================================================================层号塔号单位面积质量g[i]质量比max(g[i]/g[i-1],g[i]/g[i+1])11938.331.0621884.060.9431985.181.1141989.601.0051985.181.0061989.601.0071985.181.0081989.601.0091985.181.00101989.601.00111985.181.00121989.601.00131985.181.00141989.601.00100
151985.181.00161989.601.001711388.371.40===========================================================================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(剪切刚度)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Ratx2，Raty2:X，Y方向本层塔侧移刚度与上一层相应塔侧移刚度90%、110%或者150%比值110%指当本层层高大于相邻上层层高1.5倍时，150%指嵌固层RJX1，RJY1，RJZ1:结构总体坐标系中塔的侧移刚度和扭转刚度(剪切刚度)RJX3，RJY3，RJZ3:结构总体坐标系中塔的侧移刚度和扭转刚度(地震剪力与地震层间位移的比)===========================================================================FloorNo.1TowerNo.1Xstif=24.4507(m)Ystif=13.2895(m)Alf=0.0000(Degree)Xmass=23.7422(m)Ymass=9.4949(m)Gmass(活荷折减)=1615.9408(1459.1947)(t)Eex=0.0207Eey=0.1419Ratx=1.0000Raty=1.0000Ratx1=2.3665Raty1=2.6892Ratx2=1.3805Raty2=1.5687薄弱层地震剪力放大系数=1.00RJX1=4.9760E+07(kN/m)RJY1=5.8151E+07(kN/m)RJZ1=0.0000E+00(kN/m)RJX3=6.5642E+06(kN/m)RJY3=9.1517E+06(kN/m)RJZ3=0.0000E+00(kN/m)RJX3/H=1.8755E+06(kN/m)RJY3/H=2.6148E+06(kN/m)RJZ3/H=0.0000E+00(kN/m)---------------------------------------------------------------------------FloorNo.2TowerNo.1Xstif=24.5824(m)Ystif=13.0258(m)Alf=0.0000(Degree)Xmass=23.7348(m)Ymass=9.4655(m)Gmass(活荷折减)=1531.5204(1374.8049)(t)Eex=0.0257Eey=0.1319100
Ratx=1.2480Raty=1.2483Ratx1=1.9086Raty1=2.0108Ratx2=1.4845Raty2=1.5640薄弱层地震剪力放大系数=1.00RJX1=6.2100E+07(kN/m)RJY1=7.2588E+07(kN/m)RJZ1=0.0000E+00(kN/m)RJX3=3.9626E+06(kN/m)RJY3=4.8617E+06(kN/m)RJZ3=0.0000E+00(kN/m)RJX3/H=1.4152E+06(kN/m)RJY3/H=1.7363E+06(kN/m)RJZ3/H=0.0000E+00(kN/m)---------------------------------------------------------------------------FloorNo.3TowerNo.1Xstif=24.6463(m)Ystif=13.1255(m)Alf=0.0000(Degree)Xmass=23.7663(m)Ymass=10.8072(m)Gmass(活荷折减)=1329.2217(1205.6200)(t)Eex=0.0273Eey=0.0863Ratx=0.9661Raty=0.9710Ratx1=1.6343Raty1=1.7725Ratx2=1.3171Raty2=1.3786薄弱层地震剪力放大系数=1.00RJX1=5.9994E+07(kN/m)RJY1=7.0482E+07(kN/m)RJZ1=0.0000E+00(kN/m)RJX3=2.9659E+06(kN/m)RJY3=3.4540E+06(kN/m)RJZ3=0.0000E+00(kN/m)RJX3/H=1.0592E+06(kN/m)RJY3/H=1.2336E+06(kN/m)RJZ3/H=0.0000E+00(kN/m)---------------------------------------------------------------------------FloorNo.4TowerNo.1Xstif=24.6372(m)Ystif=13.1661(m)Alf=0.0000(Degree)Xmass=23.7355(m)Ymass=10.8148(m)Gmass(活荷折减)=1334.6268(1211.0251)(t)Eex=0.0276Eey=0.0875Ratx=1.0000Raty=1.0000Ratx1=1.4964Raty1=1.6358Ratx2=1.2442Raty2=1.3018薄弱层地震剪力放大系数=1.00RJX1=5.9994E+07(kN/m)RJY1=7.0482E+07(kN/m)RJZ1=0.0000E+00(kN/m)RJX3=2.5020E+06(kN/m)RJY3=2.7839E+06(kN/m)RJZ3=0.0000E+00(kN/m)RJX3/H=8.9356E+05(kN/m)RJY3/H=9.9423E+05(kN/m)RJZ3/H=0.0000E+00(kN/m)---------------------------------------------------------------------------FloorNo.5TowerNo.1Xstif=24.5827(m)Ystif=13.1833(m)Alf=0.0000(Degree)Xmass=23.7663(m)Ymass=10.8072(m)Gmass(活荷折减)=1329.2217(1205.6200)(t)Eex=0.0248Eey=0.0881Ratx=1.0000Raty=1.0000Ratx1=1.4109Raty1=1.5424Ratx2=1.1999Raty2=1.2576薄弱层地震剪力放大系数=1.00RJX1=5.9994E+07(kN/m)RJY1=7.0482E+07(kN/m)RJZ1=0.0000E+00(kN/m)100
RJX3=2.2344E+06(kN/m)RJY3=2.3761E+06(kN/m)RJZ3=0.0000E+00(kN/m)RJX3/H=7.9799E+05(kN/m)RJY3/H=8.4859E+05(kN/m)RJZ3/H=0.0000E+00(kN/m)---------------------------------------------------------------------------FloorNo.6TowerNo.1Xstif=24.5789(m)Ystif=13.1832(m)Alf=0.0000(Degree)Xmass=23.7355(m)Ymass=10.8148(m)Gmass(活荷折减)=1334.6270(1211.0253)(t)Eex=0.0256Eey=0.0878Ratx=1.0000Raty=1.0000Ratx1=1.3546Raty1=1.4721Ratx2=1.1690Raty2=1.2233薄弱层地震剪力放大系数=1.00RJX1=5.9994E+07(kN/m)RJY1=7.0482E+07(kN/m)RJZ1=0.0000E+00(kN/m)RJX3=2.0691E+06(kN/m)RJY3=2.0992E+06(kN/m)RJZ3=0.0000E+00(kN/m)RJX3/H=7.3896E+05(kN/m)RJY3/H=7.4972E+05(kN/m)RJZ3/H=0.0000E+00(kN/m)---------------------------------------------------------------------------FloorNo.7TowerNo.1Xstif=24.6463(m)Ystif=13.1255(m)Alf=0.0000(Degree)Xmass=23.7663(m)Ymass=10.8072(m)Gmass(活荷折减)=1329.2217(1205.6200)(t)Eex=0.0273Eey=0.0863Ratx=1.0000Raty=1.0000Ratx1=1.3212Raty1=1.4218Ratx2=1.1482Raty2=1.1962薄弱层地震剪力放大系数=1.00RJX1=5.9994E+07(kN/m)RJY1=7.0482E+07(kN/m)RJZ1=0.0000E+00(kN/m)RJX3=1.9666E+06(kN/m)RJY3=1.9067E+06(kN/m)RJZ3=0.0000E+00(kN/m)RJX3/H=7.0237E+05(kN/m)RJY3/H=6.8095E+05(kN/m)RJZ3/H=0.0000E+00(kN/m)---------------------------------------------------------------------------FloorNo.8TowerNo.1Xstif=24.6372(m)Ystif=13.1661(m)Alf=0.0000(Degree)Xmass=23.7355(m)Ymass=10.8148(m)Gmass(活荷折减)=1334.6272(1211.0255)(t)Eex=0.0276Eey=0.0875Ratx=1.0000Raty=1.0000Ratx1=1.3057Raty1=1.3897Ratx2=1.1380Raty2=1.1786薄弱层地震剪力放大系数=1.00RJX1=5.9994E+07(kN/m)RJY1=7.0482E+07(kN/m)RJZ1=0.0000E+00(kN/m)RJX3=1.9031E+06(kN/m)RJY3=1.7711E+06(kN/m)RJZ3=0.0000E+00(kN/m)RJX3/H=6.7968E+05(kN/m)RJY3/H=6.3252E+05(kN/m)RJZ3/H=0.0000E+00(kN/m)---------------------------------------------------------------------------FloorNo.9TowerNo.1Xstif=24.5827(m)Ystif=13.1833(m)Alf=0.0000(Degree)100
Xmass=23.7663(m)Ymass=10.8072(m)Gmass(活荷折减)=1329.2217(1205.6200)(t)Eex=0.0248Eey=0.0881Ratx=1.0000Raty=1.0000Ratx1=1.2983Raty1=1.3669Ratx2=1.1339Raty2=1.1682薄弱层地震剪力放大系数=1.00RJX1=5.9994E+07(kN/m)RJY1=7.0482E+07(kN/m)RJZ1=0.0000E+00(kN/m)RJX3=1.8582E+06(kN/m)RJY3=1.6696E+06(kN/m)RJZ3=0.0000E+00(kN/m)RJX3/H=6.6363E+05(kN/m)RJY3/H=5.9629E+05(kN/m)RJZ3/H=0.0000E+00(kN/m)---------------------------------------------------------------------------FloorNo.10TowerNo.1Xstif=24.5789(m)Ystif=13.1832(m)Alf=0.0000(Degree)Xmass=23.7355(m)Ymass=10.8148(m)Gmass(活荷折减)=1334.6272(1211.0255)(t)Eex=0.0256Eey=0.0878Ratx=1.0000Raty=1.0000Ratx1=1.2932Raty1=1.3468Ratx2=1.1322Raty2=1.1598薄弱层地震剪力放大系数=1.00RJX1=5.9994E+07(kN/m)RJY1=7.0482E+07(kN/m)RJZ1=0.0000E+00(kN/m)RJX3=1.8208E+06(kN/m)RJY3=1.5881E+06(kN/m)RJZ3=0.0000E+00(kN/m)RJX3/H=6.5029E+05(kN/m)RJY3/H=5.6716E+05(kN/m)RJZ3/H=0.0000E+00(kN/m)---------------------------------------------------------------------------FloorNo.11TowerNo.1Xstif=24.6463(m)Ystif=13.1255(m)Alf=0.0000(Degree)Xmass=23.7663(m)Ymass=10.8072(m)Gmass(活荷折减)=1329.2217(1205.6200)(t)Eex=0.0273Eey=0.0863Ratx=1.0000Raty=1.0000Ratx1=1.2920Raty1=1.3341Ratx2=1.1286Raty2=1.1494薄弱层地震剪力放大系数=1.00RJX1=5.9994E+07(kN/m)RJY1=7.0482E+07(kN/m)RJZ1=0.0000E+00(kN/m)RJX3=1.7870E+06(kN/m)RJY3=1.5214E+06(kN/m)RJZ3=0.0000E+00(kN/m)RJX3/H=6.3820E+05(kN/m)RJY3/H=5.4337E+05(kN/m)RJZ3/H=0.0000E+00(kN/m)---------------------------------------------------------------------------FloorNo.12TowerNo.1Xstif=24.6372(m)Ystif=13.1661(m)Alf=0.0000(Degree)Xmass=23.7355(m)Ymass=10.8148(m)Gmass(活荷折减)=1334.6268(1211.0251)(t)Eex=0.0276Eey=0.0875Ratx=1.0000Raty=1.0000Ratx1=1.3133Raty1=1.3521100
Ratx2=1.1274Raty2=1.1432薄弱层地震剪力放大系数=1.00RJX1=5.9994E+07(kN/m)RJY1=7.0482E+07(kN/m)RJZ1=0.0000E+00(kN/m)RJX3=1.7593E+06(kN/m)RJY3=1.4708E+06(kN/m)RJZ3=0.0000E+00(kN/m)RJX3/H=6.2832E+05(kN/m)RJY3/H=5.2529E+05(kN/m)RJZ3/H=0.0000E+00(kN/m)---------------------------------------------------------------------------FloorNo.13TowerNo.1Xstif=24.5827(m)Ystif=13.1833(m)Alf=0.0000(Degree)Xmass=23.7663(m)Ymass=10.8072(m)Gmass(活荷折减)=1329.2217(1205.6200)(t)Eex=0.0248Eey=0.0881Ratx=1.0000Raty=1.0000Ratx1=1.3929Raty1=1.4393Ratx2=1.1376Raty2=1.1540薄弱层地震剪力放大系数=1.00RJX1=5.9994E+07(kN/m)RJY1=7.0482E+07(kN/m)RJZ1=0.0000E+00(kN/m)RJX3=1.7338E+06(kN/m)RJY3=1.4295E+06(kN/m)RJZ3=0.0000E+00(kN/m)RJX3/H=6.1923E+05(kN/m)RJY3/H=5.1054E+05(kN/m)RJZ3/H=0.0000E+00(kN/m)---------------------------------------------------------------------------FloorNo.14TowerNo.1Xstif=24.5789(m)Ystif=13.1832(m)Alf=0.0000(Degree)Xmass=23.7355(m)Ymass=10.8148(m)Gmass(活荷折减)=1334.6273(1211.0256)(t)Eex=0.0256Eey=0.0878Ratx=1.0000Raty=1.0000Ratx1=1.5158Raty1=1.5441Ratx2=1.1790Raty2=1.2010薄弱层地震剪力放大系数=1.00RJX1=5.9994E+07(kN/m)RJY1=7.0482E+07(kN/m)RJZ1=0.0000E+00(kN/m)RJX3=1.6935E+06(kN/m)RJY3=1.3764E+06(kN/m)RJZ3=0.0000E+00(kN/m)RJX3/H=6.0483E+05(kN/m)RJY3/H=4.9156E+05(kN/m)RJZ3/H=0.0000E+00(kN/m)---------------------------------------------------------------------------FloorNo.15TowerNo.1Xstif=24.6463(m)Ystif=13.1255(m)Alf=0.0000(Degree)Xmass=23.7663(m)Ymass=10.8072(m)Gmass(活荷折减)=1329.2217(1205.6200)(t)Eex=0.0273Eey=0.0863Ratx=1.0000Raty=1.0000Ratx1=1.6543Raty1=1.6927Ratx2=1.2867Raty2=1.3165薄弱层地震剪力放大系数=1.00RJX1=5.9994E+07(kN/m)RJY1=7.0482E+07(kN/m)RJZ1=0.0000E+00(kN/m)RJX3=1.5960E+06(kN/m)RJY3=1.2734E+06(kN/m)RJZ3=0.0000E+00(kN/m)RJX3/H=5.7002E+05(kN/m)RJY3/H=4.5477E+05(kN/m)RJZ3/H=0.0000E+00(kN/m)100
---------------------------------------------------------------------------FloorNo.16TowerNo.1Xstif=24.6386(m)Ystif=13.1663(m)Alf=0.0000(Degree)Xmass=23.7355(m)Ymass=10.8148(m)Gmass(活荷折减)=1334.6268(1211.0251)(t)Eex=0.0277Eey=0.0875Ratx=1.0000Raty=1.0000Ratx1=2.0398Raty1=2.0869Ratx2=1.5865Raty2=1.6231薄弱层地震剪力放大系数=1.00RJX1=5.9994E+07(kN/m)RJY1=7.0482E+07(kN/m)RJZ1=0.0000E+00(kN/m)RJX3=1.3783E+06(kN/m)RJY3=1.0747E+06(kN/m)RJZ3=0.0000E+00(kN/m)RJX3/H=4.9224E+05(kN/m)RJY3/H=3.8381E+05(kN/m)RJZ3/H=0.0000E+00(kN/m)---------------------------------------------------------------------------FloorNo.17TowerNo.1Xstif=24.6164(m)Ystif=13.1823(m)Alf=0.0000(Degree)Xmass=23.6956(m)Ymass=10.5805(m)Gmass(活荷折减)=1821.2371(1699.0270)(t)Eex=0.0281Eey=0.0969Ratx=1.0000Raty=1.0082Ratx1=1.0000Raty1=1.0000Ratx2=1.0000Raty2=1.0000薄弱层地震剪力放大系数=1.00RJX1=5.9994E+07(kN/m)RJY1=7.1063E+07(kN/m)RJZ1=0.0000E+00(kN/m)RJX3=9.6528E+05(kN/m)RJY3=7.3567E+05(kN/m)RJZ3=0.0000E+00(kN/m)RJX3/H=3.4474E+05(kN/m)RJY3/H=2.6274E+05(kN/m)RJZ3/H=0.0000E+00(kN/m)---------------------------------------------------------------------------X方向最小刚度比:1.0000(第17层第1塔)Y方向最小刚度比:1.0000(第17层第1塔)============================================================================结构整体抗倾覆验算结果============================================================================抗倾覆力矩Mr倾覆力矩Mov比值Mr/Mov零应力区(%)X风荷载9484291.023490.8403.750.00Y风荷载2253911.2104576.021.550.00X地震9116056.065586.2138.990.00Y地震2166401.566095.532.780.00100
============================================================================结构舒适性验算结果(仅当满足规范适用条件时结果有效)============================================================================按高钢规计算X向顺风向顶点最大加速度(m/s2)=0.014按高钢规计算X向横风向顶点最大加速度(m/s2)=0.008按荷载规范计算X向顺风向顶点最大加速度(m/s2)=0.016按荷载规范计算X向横风向顶点最大加速度(m/s2)=0.022按高钢规计算Y向顺风向顶点最大加速度(m/s2)=0.058按高钢规计算Y向横风向顶点最大加速度(m/s2)=0.009按荷载规范计算Y向顺风向顶点最大加速度(m/s2)=0.063按荷载规范计算Y向横风向顶点最大加速度(m/s2)=0.203============================================================================结构整体稳定验算结果============================================================================X向刚重比EJd/GH**2=5.72Y向刚重比EJd/GH**2=5.34该结构刚重比EJd/GH**2大于1.4,能够通过高规(5.4.4)的整体稳定验算该结构刚重比EJd/GH**2大于2.7,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----------------------------------------------------------------------1710.1864E+050.2555E+051.001.001610.1984E+050.2619E+051.061.021510.2146E+050.2784E+051.081.061410.2230E+050.2874E+051.041.031310.2234E+050.2932E+051.001.021210.2315E+050.3092E+051.041.051110.2362E+050.3224E+051.021.041010.2442E+050.3359E+051.031.04910.2520E+050.3496E+051.031.04810.2596E+050.3621E+051.031.04100
710.2682E+050.3732E+051.031.03610.2768E+050.3836E+051.031.03510.2835E+050.3943E+051.021.03410.2917E+050.3973E+051.031.01310.3091E+050.4049E+051.061.02210.3271E+050.4239E+051.061.05110.2960E+050.3802E+050.900.90X方向最小楼层抗剪承载力之比:0.90层号:1塔号:1Y方向最小楼层抗剪承载力之比:0.90层号:1塔号:12.8.2周期、地震力与振型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11.723488.511.00(0.00+1.00)0.0021.6613178.541.00(1.00+0.00)0.0031.593168.350.00(0.00+0.00)1.0040.49430.280.99(0.99+0.00)0.0150.464489.981.00(0.00+1.00)0.0060.4322141.580.01(0.01+0.00)0.9970.26122.820.00(0.00+0.00)1.0080.25572.780.02(0.02+0.00)0.9890.2462179.700.96(0.96+0.00)0.04100.226936.250.00(0.00+0.00)1.00110.213889.090.98(0.00+0.98)0.02120.1996134.030.03(0.01+0.01)0.97130.1955112.930.00(0.00+0.00)1.00140.192159.030.00(0.00+0.00)1.00150.174135.410.00(0.00+0.00)1.00地震作用最大的方向=0.324(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-------------------------------------------------------100
FloorTowerF-x-xF-x-yF-x-t(kN)(kN)(kN-m)1710.166.52-3.961610.114.40-2.711510.104.12-2.571410.103.87-2.431310.093.57-2.271210.093.29-2.101110.082.96-1.921010.072.65-1.73910.062.30-1.52810.061.98-1.32710.051.63-1.11610.041.31-0.90510.030.99-0.69410.020.71-0.50310.010.45-0.32210.010.27-0.20110.000.10-0.08振型2的地震力-------------------------------------------------------FloorTowerF-x-xF-x-yF-x-t(kN)(kN)(kN-m)171248.09-6.80-97.69161170.31-4.60-62.34151162.41-4.32-52.30141155.18-4.06-42.93131145.66-3.75-34.15121136.48-3.45-26.09111125.16-3.11-18.77101114.08-2.79-12.2291101.22-2.43-6.578188.66-2.09-1.817174.89-1.731.856161.60-1.404.445147.88-1.065.784135.07-0.765.963122.93-0.484.982114.35-0.293.74115.72-0.112.17振型3的地震力-------------------------------------------------------100
FloorTowerF-x-xF-x-yF-x-t(kN)(kN)(kN-m)1710.040.0882.901610.010.0656.411510.010.0653.101410.010.0549.791310.020.0546.111210.020.0442.401110.020.0438.341010.020.0334.27910.020.0329.95810.020.0225.68710.020.0221.32610.020.0217.12510.010.0113.02410.010.019.26310.010.015.87210.010.003.55110.000.001.31振型4的地震力-------------------------------------------------------FloorTowerF-x-xF-x-yF-x-t(kN)(kN)(kN-m)171-300.29-1.45-573.75161-165.14-0.73-321.29151-112.21-0.43-223.27141-57.71-0.11-118.10131-2.120.17-8.9912151.210.4397.4611198.810.64194.30101139.060.80276.3191167.430.91336.2181184.850.94372.4371187.390.92380.1961178.510.82362.4951156.330.71318.9041126.310.53256.953189.580.36181.752160.340.22121.651125.650.0851.72振型5的地震力-------------------------------------------------------100
FloorTowerF-x-xF-x-yF-x-t(kN)(kN)(kN-m)1710.00-0.240.381610.00-0.130.201510.00-0.080.131410.00-0.030.061310.000.01-0.021210.000.06-0.081110.000.09-0.141010.000.12-0.19910.000.14-0.22810.000.15-0.24710.000.15-0.24610.000.14-0.23510.000.12-0.20410.000.10-0.16310.000.07-0.11210.000.04-0.07110.000.02-0.03振型6的地震力-------------------------------------------------------FloorTowerF-x-xF-x-yF-x-t(kN)(kN)(kN-m)171-2.261.86722.55161-1.320.99383.72151-0.810.62242.61141-0.320.23100.601310.15-0.13-38.101210.58-0.47-166.681110.94-0.76-277.751011.23-0.98-366.71911.41-1.14-426.53811.51-1.19-456.99711.49-1.20-454.24611.39-1.09-423.06511.19-0.95-364.56410.95-0.73-288.12310.67-0.51-200.36210.16-0.32-132.04110.07-0.12-53.23振型7的地震力-------------------------------------------------------100
FloorTowerF-x-xF-x-yF-x-t(kN)(kN)(kN-m)1710.150.000.031610.050.00-0.19151-0.010.00-0.35141-0.060.00-0.44131-0.100.00-0.44121-0.110.00-0.35111-0.100.00-0.16101-0.070.000.1091-0.030.010.40810.020.010.68710.070.010.91610.110.011.04510.130.011.05410.130.010.93310.110.010.71210.090.000.54110.040.000.23振型8的地震力-------------------------------------------------------FloorTowerF-x-xF-x-yF-x-t(kN)(kN)(kN-m)1714.900.0215.581611.62-0.057.87151-0.23-0.104.09141-1.82-0.120.01131-2.96-0.12-3.72121-3.45-0.09-6.92111-3.24-0.04-8.84101-2.370.04-9.7691-1.020.11-9.22810.600.19-7.95712.110.24-5.85613.340.28-3.78513.950.28-1.77413.960.25-0.41313.300.190.41212.630.140.72111.250.060.49振型9的地震力-------------------------------------------------------100
FloorTowerF-x-xF-x-yF-x-t(kN)(kN)(kN-m)171218.54-0.92579.0816178.41-0.31207.571510.210.04-5.18141-69.530.35-197.27131-120.360.57-339.35121-146.120.69-409.89111-140.750.65-395.64101-108.300.48-303.0391-53.250.18-148.418112.23-0.1736.807175.94-0.49217.4361126.57-0.77360.2551153.25-0.89437.1041154.08-0.91438.1631128.05-0.76364.452197.57-0.61277.691145.69-0.29128.88振型10的地震力-------------------------------------------------------FloorTowerF-x-xF-x-yF-x-t(kN)(kN)(kN-m)1710.060.030.111610.020.010.001510.00-0.01-0.09141-0.02-0.02-0.13131-0.03-0.02-0.17121-0.04-0.02-0.14111-0.03-0.02-0.10101-0.02-0.010.02910.000.000.10810.010.010.24710.030.020.31610.040.030.38510.040.030.37410.040.030.35310.030.020.26210.010.020.18110.000.010.08振型11的地震力-------------------------------------------------------100
FloorTowerF-x-xF-x-yF-x-t(kN)(kN)(kN-m)1710.053.19-8.221610.021.08-2.841510.00-0.110.23141-0.02-1.152.93131-0.03-1.884.84121-0.04-2.215.71111-0.03-2.065.38101-0.02-1.513.9791-0.01-0.641.75810.010.37-0.84710.021.31-3.30610.032.05-5.20510.042.40-6.17410.042.36-6.08310.031.92-5.00210.011.42-3.77110.000.63-1.72振型12的地震力-------------------------------------------------------FloorTowerF-x-xF-x-yF-x-t(kN)(kN)(kN-m)1712.48-2.51-521.421610.89-0.86-177.52151-0.110.1018.04141-0.950.92187.75131-1.521.51306.90121-1.761.75359.20111-1.601.64335.71101-1.141.18244.9391-0.420.49103.42810.38-0.32-60.15711.11-1.08-214.84611.65-1.65-332.58511.89-1.94-390.63411.81-1.88-382.70311.44-1.54-312.16210.50-1.11-233.05110.22-0.49-104.38振型13的地震力-------------------------------------------------------100
FloorTowerF-x-xF-x-yF-x-t(kN)(kN)(kN-m)1710.05-0.08-7.551610.01-0.03-2.60151-0.010.000.24141-0.020.032.71131-0.030.054.47121-0.030.065.26111-0.020.064.94101-0.010.043.62910.000.021.55810.02-0.01-0.87710.03-0.04-3.17610.03-0.06-4.92510.03-0.07-5.80410.02-0.07-5.69310.01-0.06-4.6421-0.01-0.04-3.5011-0.01-0.02-1.57振型14的地震力-------------------------------------------------------FloorTowerF-x-xF-x-yF-x-t(kN)(kN)(kN-m)1710.050.13-31.221610.030.05-10.811510.020.000.89141-0.01-0.0411.22131-0.02-0.0818.60121-0.04-0.1022.01111-0.06-0.1020.76101-0.06-0.0815.3291-0.05-0.046.6381-0.040.01-3.5471-0.010.06-13.27610.030.10-20.79510.060.12-24.58410.080.13-24.23310.090.11-19.87210.090.08-14.92110.050.04-6.74振型15的地震力-------------------------------------------------------100
FloorTowerF-x-xF-x-yF-x-t(kN)(kN)(kN-m)1710.170.144.301610.080.051.571510.010.000.01141-0.05-0.04-1.52131-0.12-0.09-2.62121-0.15-0.11-3.30111-0.16-0.11-3.20101-0.12-0.09-2.4991-0.06-0.05-1.18810.030.010.46710.120.062.05610.180.113.40510.220.144.07410.190.144.15310.150.123.43210.050.092.60110.010.041.20各振型作用下X方向的基底剪力-------------------------------------------------------振型号剪力(kN)11.0821709.6830.274828.0150.0067.0270.43812.579452.24100.11110.10124.89130.06140.21150.54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100
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)MxStaticFx(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)171446.26446.26(2.63%)(2.63%)1249.52586.15161249.28691.65(2.38%)(2.38%)3183.77207.77151197.19869.47(2.11%)(2.11%)5604.59194.11141180.51996.18(1.87%)(1.87%)8349.66182.20131190.851091.16(1.67%)(1.67%)11301.63168.65121208.351174.63(1.52%)(1.52%)14397.02156.63111214.021256.51(1.40%)(1.40%)17614.18143.20101210.471338.14(1.32%)(1.32%)20954.71131.0591203.051414.90(1.24%)(1.24%)24425.15117.7481206.561486.46(1.18%)(1.18%)28028.27105.4871218.491556.92(1.13%)(1.13%)31766.7692.2861231.811633.91(1.09%)(1.09%)35650.2179.9151229.361718.94(1.06%)(1.06%)39698.3366.8341207.511805.93(1.04%)(1.04%)43933.3654.3431162.221880.67(1.01%)(1.01%)48366.5941.3721118.751938.61(0.97%)(0.97%)52992.2332.661154.181965.62(0.92%)(0.92%)58996.5719.26100
抗震规范(5.2.5)条要求的X向楼层最小剪重比=0.80%X方向的有效质量系数:97.89%============================================================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)1716.04248.74-151.021614.17167.90-103.461513.96157.35-98.181413.77147.70-92.811313.52136.18-86.641213.29125.32-80.291113.00112.83-73.211012.73100.94-65.96912.4187.84-58.15812.1075.40-50.30711.7762.33-42.16611.4550.10-34.18511.1237.95-26.30410.8227.01-18.92310.5317.04-12.16210.3210.14-7.51110.133.69-2.87振型2的地震力-------------------------------------------------------FloorTowerF-y-xF-y-yF-y-t(kN)(kN)(kN-m)171-6.280.172.47161-4.310.121.58151-4.110.111.32100
141-3.930.101.09131-3.680.090.86121-3.450.090.66111-3.170.080.47101-2.890.070.3191-2.560.060.1781-2.240.050.0571-1.890.04-0.0561-1.560.04-0.1151-1.210.03-0.1541-0.890.02-0.1531-0.580.01-0.1321-0.360.01-0.0911-0.140.00-0.05振型3的地震力-------------------------------------------------------FloorTowerF-y-xF-y-yF-y-t(kN)(kN)(kN-m)1710.080.16163.341610.020.12111.151510.020.11104.621410.030.1098.111310.030.1090.861210.040.0883.531110.040.0875.541010.040.0767.51910.040.0659.02810.040.0550.60710.040.0442.01610.030.0333.73510.030.0225.66410.020.0218.24310.010.0111.56210.020.016.99110.010.002.59振型4的地震力-------------------------------------------------------FloorTowerF-y-xF-y-yF-y-t(kN)(kN)(kN-m)171-1.74-0.01-3.33161-0.960.00-1.86151-0.650.00-1.30100
141-0.330.00-0.69131-0.010.00-0.051210.300.000.571110.570.001.131010.810.001.60910.970.011.95811.070.012.16711.090.012.21611.040.002.10510.910.001.85410.730.001.49310.520.001.05210.350.000.71110.150.000.30振型5的地震力-------------------------------------------------------FloorTowerF-y-xF-y-yF-y-t(kN)(kN)(kN-m)171-0.10-350.15556.10161-0.06-184.39299.041510.07-115.68192.781410.16-47.1684.571310.2219.94-22.251210.2482.18-122.211110.22135.42-209.431010.20178.68-280.12910.16206.86-328.62810.11222.01-354.47710.05219.93-354.47610.00205.37-332.1251-0.03176.51-288.0241-0.05139.96-229.2931-0.0597.13-160.8721-0.2863.16-107.4611-0.1325.20-44.37振型6的地震力-------------------------------------------------------FloorTowerF-y-xF-y-yF-y-t(kN)(kN)(kN-m)1711.89-1.56-605.381611.11-0.83-321.491510.68-0.52-203.27100
1410.27-0.20-84.29131-0.120.1131.92121-0.480.39139.65111-0.780.64232.71101-1.030.82307.2491-1.180.96357.3781-1.271.00382.8871-1.251.00380.5861-1.170.91354.4651-1.000.79305.4441-0.800.61241.3931-0.560.43167.8721-0.140.27110.6211-0.060.1044.60振型7的地震力-------------------------------------------------------FloorTowerF-y-xF-y-yF-y-t(kN)(kN)(kN-m)1710.020.000.001610.010.00-0.021510.000.00-0.04141-0.010.00-0.05131-0.010.00-0.05121-0.010.00-0.04111-0.010.00-0.02101-0.010.000.01910.000.000.05810.000.000.08710.010.000.10610.010.000.12510.010.000.12410.010.000.11310.010.000.08210.010.000.06110.000.000.03振型8的地震力-------------------------------------------------------FloorTowerF-y-xF-y-yF-y-t(kN)(kN)(kN-m)1710.500.001.581610.160.000.80151-0.02-0.010.41100
141-0.18-0.010.00131-0.30-0.01-0.38121-0.35-0.01-0.70111-0.330.00-0.90101-0.240.00-0.9991-0.100.01-0.94810.060.02-0.81710.210.02-0.59610.340.03-0.38510.400.03-0.18410.400.03-0.04310.330.020.04210.270.010.07110.130.010.05振型9的地震力-------------------------------------------------------FloorTowerF-y-xF-y-yF-y-t(kN)(kN)(kN-m)171-1.530.01-4.04161-0.550.00-1.451510.000.000.041410.490.001.381310.840.002.371211.020.002.861110.980.002.761010.760.002.12910.370.001.0481-0.090.00-0.2671-0.530.00-1.5261-0.880.01-2.5251-1.070.01-3.0541-1.080.01-3.0631-0.890.01-2.5521-0.680.00-1.9411-0.320.00-0.90振型10的地震力-------------------------------------------------------FloorTowerF-y-xF-y-yF-y-t(kN)(kN)(kN-m)1710.060.030.121610.020.010.001510.00-0.01-0.09100
141-0.02-0.02-0.15131-0.03-0.02-0.19121-0.04-0.02-0.15111-0.03-0.02-0.11101-0.03-0.010.02910.000.000.11810.010.010.26710.030.030.33610.040.030.42510.050.040.41410.040.030.38310.030.030.28210.010.020.20110.000.010.09振型11的地震力-------------------------------------------------------FloorTowerF-y-xF-y-yF-y-t(kN)(kN)(kN-m)1713.84225.58-581.671611.2976.63-201.29151-0.22-7.7216.55141-1.48-81.32207.40131-2.32-132.80342.94121-2.62-156.12404.29111-2.35-145.72380.76101-1.61-106.84281.3291-0.55-45.23124.03810.6425.86-59.27711.6893.08-233.98612.44144.88-368.42512.75169.97-436.57412.60167.27-430.74312.03136.23-353.89210.76100.41-267.15110.3044.54-121.66振型12的地震力-------------------------------------------------------FloorTowerF-y-xF-y-yF-y-t(kN)(kN)(kN-m)171-2.932.96616.82161-1.061.01210.001510.12-0.11-21.34100
1411.12-1.09-222.101311.80-1.79-363.051212.08-2.07-424.921111.90-1.94-397.141011.35-1.40-289.74910.50-0.58-122.3481-0.440.3771.1671-1.311.28254.1561-1.951.95393.4351-2.232.30462.1041-2.152.23452.7231-1.711.82369.2821-0.601.32275.6911-0.260.57123.48振型13的地震力-------------------------------------------------------FloorTowerF-y-xF-y-yF-y-t(kN)(kN)(kN-m)171-0.170.3127.76161-0.050.119.551510.03-0.01-0.881410.08-0.11-9.981310.12-0.19-16.451210.11-0.22-19.351110.09-0.21-18.171010.04-0.16-13.3391-0.02-0.07-5.6981-0.070.043.1971-0.100.1411.6561-0.120.2118.1151-0.110.2621.3341-0.080.2520.9231-0.040.2117.07210.050.1512.89110.030.075.76振型14的地震力-------------------------------------------------------FloorTowerF-y-xF-y-yF-y-t(kN)(kN)(kN-m)1710.100.25-57.941610.060.09-20.051510.030.001.65100
141-0.01-0.0820.82131-0.04-0.1534.52121-0.08-0.1940.85111-0.10-0.1938.52101-0.12-0.1528.4391-0.10-0.0712.3181-0.070.02-6.5871-0.010.11-24.62610.060.19-38.58510.110.23-45.60410.160.24-44.97310.160.20-36.87210.160.16-27.69110.100.07-12.51振型15的地震力-------------------------------------------------------FloorTowerF-y-xF-y-yF-y-t(kN)(kN)(kN-m)1710.140.113.471610.060.041.271510.010.000.01141-0.04-0.04-1.22131-0.10-0.07-2.12121-0.12-0.09-2.66111-0.13-0.09-2.58101-0.10-0.07-2.0191-0.05-0.04-0.95810.020.010.37710.100.051.65610.140.092.75510.170.113.29410.160.123.35310.120.102.77210.040.082.10110.010.030.97各振型作用下Y方向的基底剪力-------------------------------------------------------振型号剪力(kN)11568.4721.0931.0540.03100
51074.9664.9370.0180.1390.02100.1311508.67126.84130.77140.72150.35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------------------------------------------------------------------------------------------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)171484.11484.11(2.85%)(2.85%)1355.51575.64161260.40740.48(2.54%)(2.54%)3426.48200.02151195.46914.13(2.22%)(2.22%)5971.86186.87141175.741024.37(1.92%)(1.92%)8792.75175.40131192.121095.19(1.68%)(1.68%)11744.68162.37121217.021152.08(1.49%)(1.49%)14746.98150.78111228.951210.33(1.35%)(1.35%)17772.94137.86101231.421274.54(1.25%)(1.25%)20829.06126.1791229.661342.13(1.18%)(1.18%)23937.50100
113.3581237.221413.74(1.12%)(1.12%)27123.44101.5571249.281493.61(1.08%)(1.08%)30418.3588.8461259.561587.63(1.06%)(1.06%)33862.4376.9351251.541693.05(1.05%)(1.05%)37504.8164.3341223.071798.89(1.03%)(1.03%)41389.6352.3131170.751887.03(1.01%)(1.01%)45538.6139.8321120.881952.41(0.98%)(0.98%)49943.7931.441152.091980.88(0.92%)(0.92%)55746.0418.54抗震规范(5.2.5)条要求的Y向楼层最小剪重比=0.80%Y方向的有效质量系数:97.31%2.8.3周期、地震力与振型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DxR/Dx,DyR/Dy:X,Y方向的有害位移角占总位移角的百分比例Ratio_AX,Ratio_AY:本层位移角与上层位移角的1.3倍及上三层平均位移角的1.2倍的比值的大者X-Disp，Y-Disp，Z-Disp:节点X,Y,Z方向的位移===工况1===X方向地震作用下的楼层最大位移100
FloorTowerJmaxMax-(X)Ave-(X)hJmaxDMax-DxAve-DxMax-Dx/hDxR/DxRatio_AX1711001910.2910.272800.101810.480.461/5863.8.5%1.0016197429.899.872800.96230.510.501/5500.8.6%0.8315191269.469.452800.90300.550.551/5119.8.0%0.9414185389.008.982800.82670.590.591/4747.7.0%0.9713179608.498.462800.76910.630.631/4439.6.1%0.9612173847.937.902800.73950.670.671/4166.5.3%0.9511167987.327.292800.68300.710.701/3928.4.5%0.9310162106.666.632800.62420.750.731/3734.3.6%0.929153795.965.932800.56630.780.761/3584.2.6%0.908148035.235.202800.50870.800.781/3480.1.4%0.897142154.484.442800.45020.820.791/3429.0.3%0.876136273.713.662800.39140.810.781/3449.2.6%0.855130512.932.872800.33350.780.761/3573.6.2%0.814124752.162.102800.24750.730.711/3856.12.4%0.773118871.441.382800.18870.640.621/4375.23.6%0.702112580.800.752800.12580.500.471/5651.53.6%0.59116460.310.273500.6460.310.271/9999.99.9%0.38X方向最大层间位移角:1/3429.(第7层第1塔)===工况2===X双向地震作用下的楼层最大位移FloorTowerJmaxMax-(X)Ave-(X)h100
JmaxDMax-DxAve-DxMax-Dx/hDxR/DxRatio_AX1711001910.2910.272800.101810.480.461/5860.8.5%1.0016197129.899.872800.96230.510.501/5498.8.6%0.8315191269.469.452800.90300.550.551/5117.8.0%0.9414185389.008.982800.82670.590.591/4746.7.0%0.9713179608.498.462800.76910.630.631/4438.6.1%0.9612173847.937.902800.73950.670.671/4165.5.3%0.9511167987.327.292800.68300.710.701/3927.4.5%0.9310162106.666.632800.62420.750.731/3732.3.6%0.929153795.965.932800.56630.780.761/3582.2.6%0.908148035.235.202800.50870.800.781/3479.1.4%0.897142154.484.442800.45020.820.791/3428.0.3%0.876136273.713.662800.39140.810.781/3449.2.6%0.855130512.932.872800.33350.780.761/3573.6.2%0.814124752.162.102800.24750.730.711/3856.12.4%0.773118871.441.382800.18870.640.621/4375.23.5%0.702112580.800.752800.12580.500.471/5651.53.6%0.59116460.310.273500.6460.310.271/9999.99.9%0.38X方向最大层间位移角:1/3428.(第7层第1塔)===工况3===X+偶然偏心地震作用下的楼层最大位移FloorTowerJmaxMax-(X)Ave-(X)hJmaxDMax-DxAve-DxMax-Dx/hDxR/DxRatio_AX100
1711003510.3810.282800.102390.480.461/5888.8.6%1.0016194599.989.872800.94590.510.501/5526.8.6%0.8415188719.559.432800.88710.550.541/5082.8.0%0.9414182839.088.962800.82830.600.591/4704.7.0%0.9713177078.568.442800.77070.640.631/4397.6.1%0.9612171318.007.882800.71310.680.671/4147.5.3%0.9511165437.387.272800.65430.710.701/3939.4.5%0.9310159556.736.622800.59550.740.731/3769.3.6%0.929153796.035.932800.56630.770.761/3634.2.6%0.908148035.305.202800.50870.790.781/3526.1.4%0.897142154.534.442800.45020.810.791/3474.0.2%0.876136273.753.662800.39140.800.781/3493.2.6%0.855130512.962.872800.30510.780.761/3586.6.2%0.814124752.192.102800.24750.730.711/3812.12.4%0.773118871.451.382800.18870.650.611/4326.23.4%0.702112580.810.752800.12580.500.471/5577.53.7%0.59116460.310.273500.6460.310.271/9999.99.9%0.38X方向最大层间位移角:1/3474.(第7层第1塔)===工况4===X-偶然偏心地震作用下的楼层最大位移FloorTowerJmaxMax-(X)Ave-(X)hJmaxDMax-DxAve-DxMax-Dx/hDxR/DxRatio_AX1711001910.4110.262800.101690.480.461/5793.8.5%1.00100
161971210.009.872800.96230.510.501/5452.8.5%0.8315191269.589.442800.88550.550.551/5053.8.0%0.9414185389.118.982800.82670.600.591/4684.7.0%0.9713179608.608.472800.76910.640.631/4383.6.1%0.9612173848.037.922800.73950.680.671/4107.5.3%0.9511167987.417.312800.68300.720.711/3872.4.5%0.9310162106.746.662800.62420.760.741/3682.3.6%0.929156326.035.962800.56630.790.761/3535.2.6%0.908150565.275.222800.50870.820.781/3434.1.3%0.897141994.484.462800.45020.830.791/3386.0.3%0.876136113.703.682800.39140.820.791/3406.2.6%0.855130352.922.882800.33350.790.761/3529.6.2%0.814124592.152.112800.27590.730.711/3825.12.4%0.773118711.431.382800.18710.640.621/4399.23.6%0.692112490.790.752800.12490.490.471/5704.53.5%0.59116460.300.273500.6460.300.271/9999.99.9%0.38X方向最大层间位移角:1/3386.(第7层第1塔)===工况5===Y方向地震作用下的楼层最大位移FloorTowerJmaxMax-(Y)Ave-(Y)hJmaxDMax-DyAve-DyMax-Dy/hDyR/DyRatio_AY1711000911.2811.092800.100090.670.661/4182.4.7%1.00161943310.6710.482800.94330.700.691/3991.4.2%0.81100
151884510.039.852800.89140.730.721/3828.3.7%0.8914182579.379.192800.83260.760.741/3683.2.9%0.9013176818.688.512800.77500.780.771/3581.2.2%0.8912171057.967.812800.71740.800.781/3507.1.6%0.8811165177.237.082800.65860.810.801/3455.0.9%0.8710159296.476.342800.59290.820.801/3425.0.2%0.869153535.695.572800.53530.820.801/3418.0.7%0.848147774.914.802800.47770.810.801/3441.1.9%0.837141894.124.032800.41890.800.781/3503.3.5%0.816136013.343.262800.36010.770.761/3624.5.8%0.795130942.582.512800.30250.730.711/3841.9.3%0.764125181.861.812800.25180.660.651/4218.15.4%0.723119301.201.162800.19300.570.551/4921.26.5%0.652112380.640.622800.13140.430.401/6492.56.9%0.57116260.220.213500.6260.220.211/9999.99.9%0.33Y方向最大层间位移角:1/3418.(第9层第1塔)===工况6===Y双向地震作用下的楼层最大位移FloorTowerJmaxMax-(Y)Ave-(Y)hJmaxDMax-DyAve-DyMax-Dy/hDyR/DyRatio_AY1711000911.2911.092800.100090.670.661/4172.4.7%1.00161943310.6710.482800.94330.700.691/3983.4.2%0.81151884510.039.852800.88450.730.721/3822.3.7%0.89100
14182579.379.192800.83260.760.741/3681.2.9%0.9013176818.688.512800.77500.780.771/3579.2.2%0.8912171057.967.812800.71740.800.781/3505.1.5%0.8811165177.237.082800.65170.810.801/3454.0.9%0.8710159296.476.342800.59290.820.801/3423.0.2%0.869153535.705.582800.53530.820.801/3417.0.7%0.848147774.914.802800.47770.810.801/3440.1.9%0.837141894.124.032800.41890.800.781/3502.3.4%0.816136013.343.262800.36010.770.761/3623.5.8%0.795130942.582.522800.30250.730.711/3839.9.3%0.764125181.861.812800.25180.660.651/4216.15.4%0.723119301.201.172800.19300.570.551/4917.26.4%0.652112380.640.622800.13140.430.401/6482.56.8%0.57116260.220.213500.6260.220.211/9999.99.9%0.33Y方向最大层间位移角:1/3417.(第9层第1塔)===工况7===Y+偶然偏心地震作用下的楼层最大位移FloorTowerJmaxMax-(Y)Ave-(Y)hJmaxDMax-DyAve-DyMax-Dy/hDyR/DyRatio_AY1711036913.6411.072800.103120.830.661/3357.4.7%1.00161978712.8910.462800.97870.850.691/3308.4.2%0.81151920212.119.832800.92020.880.721/3177.3.6%0.89141861411.319.182800.86140.910.741/3065.3.0%0.90100
131803510.478.502800.80350.940.771/2976.2.2%0.8912174599.607.802800.74590.960.781/2910.1.6%0.8811168748.717.072800.68740.980.791/2864.0.9%0.8710162867.796.322800.62860.990.801/2837.0.2%0.869157076.855.562800.57070.990.801/2832.0.7%0.848151315.904.792800.51310.980.801/2851.1.8%0.837145464.954.022800.45460.960.781/2905.3.5%0.816139584.003.252800.39580.930.761/3010.5.8%0.795133793.082.512800.33790.880.711/3197.9.3%0.764128032.211.802800.28030.790.651/3530.15.4%0.723122181.421.162800.22180.670.551/4184.26.5%0.652116280.760.622800.16280.490.401/5705.56.8%0.571110130.260.213500.10130.260.211/9999.99.9%0.33Y方向最大层间位移角:1/2832.(第9层第1塔)===工况8===Y-偶然偏心地震作用下的楼层最大位移FloorTowerJmaxMax-(Y)Ave-(Y)hJmaxDMax-DyAve-DyMax-Dy/hDyR/DyRatio_AY1711000914.0611.102800.100090.830.661/3365.4.7%1.00161943313.3010.492800.94330.870.691/3212.4.2%0.81151884512.519.862800.88450.910.721/3082.3.7%0.89141825711.689.212800.82570.940.751/2971.2.9%0.90131768110.838.532800.76810.970.771/2885.2.3%0.89100
12171059.947.822800.71050.990.781/2820.1.5%0.8811165179.027.092800.65171.010.801/2775.0.9%0.8710159298.086.352800.59291.020.801/2749.0.1%0.869153537.115.582800.53531.020.811/2742.0.7%0.848147776.134.812800.47771.020.801/2757.1.9%0.837141895.154.042800.41891.000.781/2806.3.4%0.816136014.173.272800.36010.970.761/2901.5.8%0.795130253.222.522800.30250.910.711/3074.9.3%0.764124492.321.812800.24490.830.651/3384.15.5%0.723118611.491.172800.18610.700.551/3996.26.5%0.652112380.800.622800.13140.520.401/5338.56.9%0.57116260.280.223500.6260.280.221/9999.99.9%0.33Y方向最大层间位移角:1/2742.(第9层第1塔)===工况9===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/hDxR/DxRatio_AX171100353.713.701.002800.101810.130.131.051/9999.10.3%1.0016194593.593.571.002800.96170.140.141.031/9999.12.3%0.8515188713.453.431.002800.90150.160.151.021/9999.12.8%0.9814182833.293.281.012800.84430.180.171.011/9999.12.0%1.04100
13177073.123.101.012800.78500.200.201.001/9999.10.7%1.0512171312.932.911.012800.73950.220.221.001/9999.9.2%1.0311165432.712.691.012800.68170.240.241.011/9999.7.7%1.0110159552.472.451.012800.62420.260.251.021/9999.6.1%0.989153792.222.201.012800.56630.280.271.031/9999.4.4%0.958148031.951.931.012800.50870.290.281.031/9658.2.6%0.937142151.671.641.012800.45020.300.291.031/9414.0.4%0.906136271.381.351.022800.39140.300.291.031/9416.2.3%0.865130511.081.061.022800.33350.290.281.031/9740.6.3%0.824124750.800.771.032800.24750.270.261.031/9999.12.5%0.773118870.530.511.052800.18870.240.231.041/9999.23.7%0.692112580.290.271.072800.12580.180.171.071/9999.54.0%0.59116460.110.101.003500.6460.110.101.001/9999.99.9%0.37X方向最大层间位移角:1/9414.(第7层第1塔)X方向最大位移与层平均位移的比值:1.07(第2层第1塔)X方向最大层间位移与平均层间位移的比值:1.07(第2层第1塔)100
===工况10===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/hDyR/DyRatio_AY1711000918.6518.481.012800.102390.920.911.001/3049.5.1%1.00161943317.7317.561.012800.94830.960.961.001/2907.5.7%0.81151884516.7716.601.012800.88451.021.021.001/2747.6.2%0.90141825715.7515.581.012800.82611.081.081.001/2584.6.0%0.93131768114.6714.511.012800.76811.151.141.011/2436.5.4%0.94121710513.5213.361.012800.71051.211.211.011/2308.4.6%0.93111651712.3012.161.012800.65171.271.261.011/2204.3.5%0.92101592911.0310.901.012800.59331.321.301.011/2128.2.3%0.909153539.729.591.012800.53531.351.331.011/2078.0.9%0.888147778.378.261.012800.47811.361.351.011/2059.0.9%0.867141897.016.911.012800.41891.351.331.011/2075.3.0%0.846136015.665.581.012800.36051.311.291.011/2137.5.8%0.815130254.354.281.022800.30291.241.221.011/2266.9.6%0.77100
4124493.113.061.022800.25181.121.101.011/2504.15.9%0.723118612.001.961.022800.19300.950.931.031/2939.27.0%0.652112381.051.041.022800.13140.720.681.061/3901.57.6%0.56116260.370.341.003500.6260.370.341.001/9529.99.9%0.33Y方向最大层间位移角:1/2059.(第8层第1塔)Y方向最大位移与层平均位移的比值:1.02(第2层第1塔)Y方向最大层间位移与平均层间位移的比值:1.06(第2层第1塔)===工况11===竖向恒载作用下的楼层最大位移FloorTowerJmaxMax-(Z)17110186-2.321619481-2.251518893-2.961418548-3.641317970-4.231217394-4.711116808-5.071016220-5.30915642-5.42815066-5.42714480-5.28613892-5.02513314-4.62412738-4.07312152-3.38211556-2.5311680-1.67===工况12===竖向活载作用下的楼层最大位移FloorTowerJmaxMax-(Z)17110070-1.841619493-1.831518905-1.81100
1418317-1.791317741-1.751217165-1.701116577-1.631015989-1.56915413-1.47814837-1.37714249-1.26613661-1.14513085-0.99412509-0.84312126-0.68211529-0.5511784-0.44===工况13===X方向地震作用规定水平力下的楼层最大位移FloorTowerJmaxMax-(X)Ave-(X)Ratio-(X)hJmaxDMax-DxAve-DxRatio-Dx1711001911.6011.581.002800.101810.520.511.03161974211.0911.071.002800.96230.560.551.02151912610.5410.531.002800.88550.600.591.0114185389.969.941.002800.82670.640.641.0113179609.329.301.002800.76910.690.681.0012173848.648.621.002800.74030.730.721.0111167987.917.891.002800.68170.770.761.0210162107.147.121.002800.62290.810.791.029153796.366.331.002800.56630.840.811.038148035.545.511.012800.50870.860.831.037142154.714.681.012800.45020.860.841.046136273.883.831.012800.39140.850.831.035130513.052.981.022800.100
33350.820.791.034124752.242.171.032800.24750.760.741.033118871.481.421.052800.18870.660.641.042112580.820.771.072800.12580.510.481.07116460.310.281.003500.6460.310.281.00X方向最大位移与层平均位移的比值:1.07(第2层第1塔)X方向最大层间位移与平均层间位移的比值:1.07(第2层第1塔)===工况14===X+偶然偏心地震作用规定水平力下的楼层最大位移FloorTowerJmaxMax-(X)Ave-(X)Ratio-(X)hJmaxDMax-DxAve-DxRatio-Dx1711003511.7011.581.012800.102390.520.511.03161945911.2011.071.012800.96220.550.551.01151887110.6510.521.012800.88710.600.591.01141828310.059.931.012800.82830.640.641.0113177079.419.291.012800.77070.690.681.0112171318.728.601.012800.71310.730.721.0111165437.997.881.012800.65430.760.761.0110159557.237.121.012800.62290.800.791.019153796.436.331.022800.56630.830.811.028148035.615.511.022800.50870.850.831.027142154.774.681.022800.45020.850.831.026136273.923.831.032800.39140.840.821.025130513.082.981.032800.30510.820.791.034124752.262.171.042800.100
24750.760.741.043118871.501.421.062800.18870.670.641.052112580.830.771.082800.12580.520.481.08116460.320.281.003500.6460.320.281.00X方向最大位移与层平均位移的比值:1.08(第2层第1塔)X方向最大层间位移与平均层间位移的比值:1.08(第2层第1塔)===工况15===X-偶然偏心地震作用规定水平力下的楼层最大位移FloorTowerJmaxMax-(X)Ave-(X)Ratio-(X)hJmaxDMax-DxAve-DxRatio-Dx1711001911.7311.571.012800.101690.530.511.05161971211.2211.061.012800.96230.560.551.03151912610.6710.521.012800.88550.610.591.02141853810.089.941.012800.82670.650.641.0213179609.439.301.012800.76910.690.681.0212173848.748.621.012800.74030.740.721.0211167988.017.901.012800.68170.780.761.0310162107.237.141.012800.62420.820.791.039156326.416.351.012800.56630.850.821.048147875.575.521.012800.50870.870.831.047141994.734.691.012800.45020.870.841.046136113.883.851.012800.39140.860.831.045130353.053.001.022800.33350.830.801.044124592.242.181.022800.27590.760.741.033118711.481.421.042800.100
18710.660.641.042112490.820.771.062800.12490.510.481.06116370.310.281.003500.6370.310.281.00X方向最大位移与层平均位移的比值:1.06(第2层第1塔)X方向最大层间位移与平均层间位移的比值:1.06(第2层第1塔)===工况16===Y方向地震作用规定水平力下的楼层最大位移FloorTowerJmaxMax-(Y)Ave-(Y)Ratio-(Y)hJmaxDMax-DyAve-DyRatio-Dy1711000913.1913.121.012800.102470.770.771.00161950212.4312.351.012800.94940.800.801.00151891411.6311.551.012800.89140.840.831.01141832610.7910.721.012800.83260.860.861.0113176819.939.871.012800.77500.880.881.0112171059.058.991.012800.71050.900.891.0011165178.168.101.012800.65170.910.901.0010159297.257.191.012800.59290.910.911.009153536.336.281.012800.53530.910.911.018147775.425.371.012800.47770.900.901.017142584.524.481.012800.41890.880.881.016136703.643.601.012800.36010.850.841.015130942.802.761.012800.30250.800.791.014125182.001.971.012800.25180.720.711.013119301.281.261.022800.19300.610.601.032112380.670.661.012800.100
13140.460.431.06116260.230.221.003500.6260.230.221.00Y方向最大位移与层平均位移的比值:1.02(第3层第1塔)Y方向最大层间位移与平均层间位移的比值:1.06(第2层第1塔)===工况17===Y+偶然偏心地震作用规定水平力下的楼层最大位移FloorTowerJmaxMax-(Y)Ave-(Y)Ratio-(Y)hJmaxDMax-DyAve-DyRatio-Dy1711036916.3113.101.242800.103120.970.771.26161978715.3512.331.242800.97871.000.801.24151920214.3511.531.242800.92021.030.831.24141861413.3210.711.242800.86141.060.851.24131803512.269.851.242800.80351.090.881.24121745911.178.971.242800.74591.110.891.24111687410.068.081.242800.68741.120.901.2410162868.937.181.242800.62861.130.911.259157077.806.271.242800.57071.130.911.258151316.675.361.242800.51311.120.901.257145465.564.471.242800.45461.090.881.256139584.473.591.242800.39581.050.841.255133793.422.751.242800.33790.980.791.244128032.441.961.242800.28030.880.711.243122181.561.261.242800.22180.740.591.242116280.820.661.242800.16280.540.431.241110130.290.221.003500.100
10130.290.221.00Y方向最大位移与层平均位移的比值:1.24(第17层第1塔)Y方向最大层间位移与平均层间位移的比值:1.26(第17层第1塔)===工况18===Y-偶然偏心地震作用规定水平力下的楼层最大位移FloorTowerJmaxMax-(Y)Ave-(Y)Ratio-(Y)hJmaxDMax-DyAve-DyRatio-Dy1711000916.4813.141.252800.100090.960.771.25161943315.5312.371.262800.94331.000.801.25151884514.5311.571.262800.88451.040.831.25141825713.4910.741.262800.82571.070.861.25131768112.429.881.262800.76811.100.881.25121710511.339.001.262800.71051.120.891.25111651710.218.111.262800.65171.130.911.2510159299.077.201.262800.59291.140.911.259153537.936.291.262800.53531.140.911.268147776.795.381.262800.47771.130.901.267141895.664.481.262800.41891.100.881.266136014.553.611.262800.36011.060.841.265130253.492.761.262800.30251.000.791.264124492.501.971.272800.24490.900.711.263118611.601.261.272800.18610.750.601.262112380.840.671.272800.13140.550.431.28116260.290.231.003500.6260.290.231.00100
Y方向最大位移与层平均位移的比值:1.27(第2层第1塔)Y方向最大层间位移与平均层间位移的比值:1.28(第2层第1塔)2.7基础设计2.7.1工程地质资料地势平坦，场地土为Ⅱ类。自上而下如下：第一层:杂填土3m第二层:淤泥质土,软塑,fk=80kPa,厚3m第三层:轻亚粘土,可塑,fk=120kPa,厚3m第四层:中等风化岩,fk=8.5MPa,厚度大于5m地下水位在地面以下8m,对混凝土无侵蚀性。2.7.2基础方案选型根据工程地质资料，地下水位在地面以下8m，对混凝土无侵蚀性，第四层为中等风化岩，承载力强，深度较浅，选用中风化岩为柱端持力层，因此决定选用预制钢筋混凝土桩。2.7.3桩承台设计举例一、设计资料1、承台信息承台高：300mm承台x方向移心：0mm承台y方向移心：0mm2、桩信息桩截面宽：400mm桩截面高：0mm单桩承载力：1400.00kN3、柱信息柱截面宽：400mm柱截面高：300mm4、混凝土信息混凝土等级：C20混凝土容重：25.00kN/m35.桩位坐标:桩位表桩序号桩X坐标桩Y坐标1006.设计时执行的规范：《建筑桩基技术规范》（JGJ94－2008）以下简称桩基规范《混凝土结构设计规范》（GB50010－2010）以下简称混凝土规范二、计算结果标准组合信息序号荷载组合NMxMyQxQy100
1SATWE:1.00´恒+1.00´活1026.85-5.74-2.69-1.022.132SATWE:1.00´恒+1.00´风x888.48-4.13-0.20-0.301.543SATWE:1.00´恒+1.00´风y1023.39-11.25-1.52-0.582.924SATWE:1.00´恒-1.00´风x884.29-4.38-4.34-1.421.605SATWE:1.00´恒-1.00´风y749.382.74-3.02-1.140.226SATWE:1.00´恒+1.00´活+0.60´1.00´风x1028.10-5.66-1.45-0.682.117SATWE:1.00´恒+1.00´活-0.60´1.00´风x1025.59-5.82-3.93-1.362.158SATWE:1.00´恒+1.00´活+0.60´1.00´风y1109.05-9.94-2.24-0.852.949SATWE:1.00´恒+1.00´活-0.60´1.00´风y944.64-1.54-3.14-1.191.3210SATWE:1.00´恒+1.00´风x+0.70´1.00´活986.80-5.16-0.49-0.411.9311SATWE:1.00´恒-1.00´风x+0.70´1.00´活982.61-5.42-4.63-1.531.9912SATWE:1.00´恒+1.00´风y+0.70´1.00´活1121.71-12.29-1.81-0.693.3113SATWE:1.00´恒-1.00´风y+0.70´1.00´活847.711.70-3.32-1.250.6114SATWE:1.00´(恒+0.50´活)+1.00´地x+0.38´竖地1019.58-4.562.700.481.7415SATWE:1.00´(恒+0.50´活)-1.00´地x+0.38´竖地893.65-5.43-7.66-2.351.9516SATWE:1.00´(恒+0.50´活)+1.00´地y+0.38´竖地1030.51-9.04-2.01-0.772.6617SATWE:1.00´(恒+0.50´活)-1.00´地y+0.38´竖地882.73-0.95-2.95-1.111.0318SATWE:1.00´(恒+0.50´活)+0.20´1.00´风x+1.00´地x+0.38´竖地1020.00-4.543.120.591.7419SATWE:1.00´(恒+0.50´活)+0.20´1.00´风y+1.00´地y+0.38´竖地1057.91-10.44-1.86-0.712.9320SATWE:1.00´(恒+0.50´活)-0.20´1.00´风x-1.00´地x+0.38´竖地893.23-5.46-8.08-2.471.9621SATWE:1.00´(恒+0.50´活)-0.20´1.00´风y-1.00´地y+0.38´竖地855.330.45-3.10-1.170.76基本组合信息100
序号荷载组合NMxMyQxQy1SATWE:1.20´恒+1.40´活1260.31-7.18-3.31-1.252.672SATWE:1.35´恒+0.70´1.40´活1334.27-7.20-3.47-1.322.673SATWE:1.20´恒+1.40´风x1066.60-4.930.17-0.241.844SATWE:1.20´恒+1.40´风y1255.47-14.90-1.67-0.643.775SATWE:1.20´恒-1.40´风x1060.73-5.29-5.63-1.821.936SATWE:1.20´恒-1.40´风y871.864.69-3.78-1.42-0.017SATWE:1.20´恒+1.40´活+0.60´1.40´风x1262.07-7.07-1.57-0.782.648SATWE:1.20´恒+1.40´活-0.60´1.40´风x1258.55-7.29-5.05-1.732.699SATWE:1.20´恒+1.40´活+0.60´1.40´风y1375.39-13.06-2.68-1.023.8010SATWE:1.20´恒+1.40´活-0.60´1.40´风y1145.23-1.31-3.94-1.491.5311SATWE:1.20´恒+1.40´风x+0.70´1.40´活1204.25-6.38-0.23-0.402.3912SATWE:1.20´恒-1.40´风x+0.70´1.40´活1198.38-6.74-6.03-1.972.4813SATWE:1.20´恒+1.40´风y+0.70´1.40´活1393.12-16.35-2.08-0.794.3214SATWE:1.20´恒-1.40´风y+0.70´1.40´活1009.513.24-4.19-1.580.5415SATWE:1.20´(恒+0.50´活)+1.30´地x+0.50´竖地1229.79-5.433.760.712.0816SATWE:1.20´(恒+0.50´活)-1.30´地x+0.50´竖地1066.08-6.56-9.71-2.972.3617SATWE:1.20´(恒+0.50´活)+1.30´地y+0.50´竖地1244.00-11.25-2.36-0.903.2818SATWE:1.20´(恒+0.50´活)-1.30´地y+0.50´竖地1051.88-0.74-3.59-1.351.1619SATWE:1.20´(恒+0.50´活)+0.20´1.40´风x+1.30´地x+0.50´竖地1230.38-5.394.340.872.0720SATWE:1.20´(恒+0.50´活)+0.20´1.40´风y+1.30´地y+0.50´竖地1282.36-13.21-2.15-0.823.6621SATWE:1.20´(恒+0.50´活)-0.20´1.40´风x-1.30´地x+0.50´竖地1065.50-6.60-10.29-3.122.3722SATWE:1.20´(恒+0.50´活)-0.20´1.40´风y-1.30´地y+0.50´竖地1013.521.22-3.80-1.430.78100
23(1.0恒)886.39-4.26-2.27-0.861.571、桩承载力验算采用公式：Qik=±±承台及覆土重:Gk=B´S´H´γ=1500.0´1500.00´100.0´1.E-6=225.0kN∑xi2=0.0∑yi2=0.02、承台冲切、剪切、配筋计算SATWE:1.20´恒+1.40´活Gk=225.0´1.20=270.0桩号XY桩净反力Qn(kN)桩反力Q(kN)10.00.01260.311530.31桩总反力Qp=1530.3kN;桩均反力Qave=1530.3kN3、承台板抗弯计算Mx1=0.000Agx=Mx1/(0.9´h0´fy)/YS=0.000/(0.9´250.0´300.0)/1.5=0.000mm2/mMx2=0.000Agx=Mx2/(0.9´h0´fy)/YS=0.000/(0.9´250.0´300.0)/1.5=0.000mm2/mMy1=0.000Agy=My1/(0.9´h0´fy)/XS=0.000/(0.9´250.0´300.0)/1.5=0.000mm2/mMy2=0.000Agy=My2/(0.9´h0´fy)/XS=0.000/(0.9´250.0´300.0)/1.5=0.000mm2/mAsx=0.0mm2/mAsy=0.0mm2/m三、结果汇总标准组合下桩反力:最大最小桩反力及对应的标准组合桩号最大反力（非震）(Load)最小反力（非震）(Load)最大反力（震）(Load)最小反力（震）(Load)11346.71(12)974.38(5)1282.91(19)1080.33(21)桩平均反力最大值1346.71(非震)(Load12)桩平均反力最小值974.38(非震)(Load5)桩平均反力最大值1282.91(震)(Load19)桩平均反力最小值1080.33(震)(Load21)100
基本组合下承台冲切、剪切、配筋计算:承台高度：承台高300底板配筋计算：X方向：弯矩0.00kN.m计算钢筋面积0mm2/mLoad：1Y方向：弯矩0.00kN.m计算钢筋面积0mm2/mLoad：1根据最小配筋率0.15%计算承台最小配筋：Agxmin=450.mm2/mAgymin=450.mm2/m原钢筋x方向配筋量满足原钢筋y方向配筋量满足计算的配筋方案为：Agx:HRB33510@200Agy:HRB33510@200参考文献[1]《建筑设计资料集》编委会主编.建筑设计资料集(第二版)[M].中国建筑工业出版社.1999.12.[2]中华人民共和国建设部建筑设计院主编.旅馆建筑设计规范(JBJ62-90)[M].1990.12.[3]中华人民共和国建设部主编.民用建筑设计通则(GB50352-2005)[M].中国建筑工业出版社.2005.6.[4]中华人民共和国公安部主编.高层民用建筑设计防火规范(GB50045-95)(2005年版)[M].中国计划出版社.2005.10.[5]中华人民共和国建设部主编.建筑制图标准(GB/T50l04-2001)[M].中国计划出版社.2002.4.[6]中华人民共和国建设部主编.混凝土结构设计规范(GB50010-2002)[M].中国建筑工业出版社.2002.3.[7]中华人民共和国建设部主编.砌体结构设计规范(GB50003-2001)[M].中国建筑工业出版社.2002.3.[8]中华人民共和国建设部主编.建筑地基基础设计规范(GB0007-2002)[M].中国建筑工业出版社.2002.3.[9]中国建筑科学研究院主编.建筑桩基技术规范(JGJ94—94)[M].中国建筑工业出版社.1995.9.100
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