学士某市牡丹宾馆毕业计算书

PAGEPAGE97前言毕业设计是大学本课教育培养目标的实现和检验所学知识掌握程度的重要阶段，是综合学习的阶段，是深化、综合、拓宽所学知识的一次实践机会，是对大学期间所学专业知识的全面总结。我所做的设计题目为“XX综合办公楼”，在设计前，我复习了《房屋建筑学》、《土力学地基基础》、《结构力学》、《钢筋混凝土结构》、《多层及高层建筑结构设计》《建筑结构抗震设计》等大学所学的主要专业课程，以便能够在设计中更好的综合考虑各方面的设计要点，同时阅读了关于抗震、混凝土结构、建筑荷载等若干设计、施工规范。并参考了以下文献：《高等学校建筑工程专业毕业设计指导》、《土木工程专业设计指导》、《房屋建筑制图统一标准》、《建筑结构制图标准》、《建筑荷载规范》、《建筑地基基础设计规范》、《混凝土结构设计规范》、《建筑抗震设计规范》、《砌体结构设计规范》、《建筑结构设计手册》、《建筑结构设计综合手册》、《钢筋混凝土结构构造手册》、《混凝土与砌体结构》、《高层建筑结构设计》、《土力学地基基础》、《建筑结构抗震设计》、有关标准图集，相关教科书及其它专业书及相关规定、图集等进行建筑、结构设计并绘制施工图纸。毕业设计的这段时间，在教研室各位老师的帮助下，经过资料查阅、设计计算、外文的翻译以及到施工现场和已建好的同类工程的观看、分析，加深了对设计规范、建筑法规、施工手册等相关内容的理解与记忆。巩固了专业知识、提高了综合分析、解决问题的能力，从而从不同方面初步达到了毕业设计的目的与要求。在进行结构设计时，均采用手算。由于自己的水平有限，时间也比较紧迫，难免有不妥和疏忽之处，敬请各位老师批评指正。科技大学毕业设计题目:市牡丹宾馆设计姓名:院系:建筑工程学院专业:土木工程指导教师:2006年5月20日科技大学土木工程专业毕业设计旅馆设计指导书一、任务与要求（一）题目要求1、本工程为本市某一中级宾馆，基地面积60*80m，拟建建筑面积6000-7000m2,主体部分6-7层。2、建筑而已要求客房部分：建筑面积4000m2左右，标准层每层设房间30间左右，包括：40%左右的双人间，55%左右的单人间，5%左右的单人套房（均配卫生间）。每层均设置服务台及服务员休息室、开水间、寄存库房。行政办公部分：建筑面积500m2左右，包括普通办公室、小会议室。辅助部分：建筑面积1500m2左右，包括：总服务台、休息大厅、对外营业餐饮、商店、娱乐、公厕、配电室、理发室、医务室、保安室、办公接待室、库房等宾馆配套用房。要求设置中开门容纳14人的交流电梯两台（上海产）。（二）基本要求1、认真贯彻“实用、安全、经济、美观”的设计原则。2、进一步掌握建筑与结构设计全过程、基本方法与步骤，认真考虑影响设计各各项因素。3、认真处理好结构与建筑和总体与细部的关系。4、理解和掌握与本设计有关的设计规范和规定。5、明确选择合理的结构形式、结构体系和结构布置，掌握高层建筑结构的计算方法和基本构造要求。6、认真编写设计说明书、计算书，并绘制相应的设计图纸。二、基本内容1、气象条件：气温：冬季取暖室外计算温度-9度，夏季通风室我计算温度31度，冻土深度200mm，基本风压0.4KN/m全年主导风向为东北风，夏季主导风向为南风。基本雪压0.25KN/m，年降雨量680mm.2、场地地质情况：建筑场地地势平坦，地基土沉积及环境较简单，自上而下分别见下表（表中承载桩周<侧>阻力均为标准值，单位均为KN/m2）：地层编号土层名称土层厚度m承载力桩的极限侧摩阻力桩的极限侧端阻力①杂填土1.0②黄色粉土312032-③黄色粉质粘土216048-④褐黄色粉土218046-⑤淡黄色粉土1.516040-⑥中细砂6m以下180521350勘测深度未见地下水，可不考虑其影响。勘察报告对基础方案的建议，端承摩擦桩（现浇）。本地区抗震设防烈度为8度，近震，场地类别为Ⅱ类场地。三、工作量1、方案设计：铅笔草绘主要平面图、立面及剖面图，并标注主要尺寸，面积指标，比例1:200,2号图纸一张。2、建筑施工图设计：达到施工图浓度，要求完成施工图纸内容：（1）一层平面图，二层平面图，标准层平面图，比例1：100（或1：150）。（2）楼梯剖面图，比例1：100。（3）正立面图和侧六面图各一个，比例1：100（1：150）。（4）详图：2-3个，1）外檐详图，比例1：150；2）客房布置图，比例1：150；3）其他（自选）。（5）项总平面图：1：300-1：500（6）简要说明：1）各部分构造做法（墙体、地面、门窗、外装修等）。2）经济指标：总建筑面积总使用系数K。，图幅：1#5张3、结构施工图设计图纸严格按国家制图标准绘制，要基本达到施工图要求。结构图纸不少于5张1号图，其中至少有一张计算机绘图，或手绘。图纸为：（1）主体部分各层结构布置图；（2）框架结构模板布置图、配筋图；（3）主体部分基础平面及基础模板配筋图。4、写建筑和结构设计说明书与计算书（不少于5000字）5、外文资料翻译（不少于10000字符）。四、工作顺序和时间分配1、建筑方案确定2周；2、建筑施工图2周；3、确定结构方案和进行结构计算3周4、结构施工图2周；5、检查1周。五、主要参考资料1、《房屋建筑制图统一标准》2、《建筑结构制图标准》3、《建筑荷载规范》4、《建筑地基基础设计规范》5、《混凝土结构设计规范》6、《建筑抗震设计规范》7、《砌体结构设计规范》8、《建筑结构设计手册》中国建工出版社9、《建筑结构设计综合手册》省科技出版社10、《钢筋混凝土结构构造手册》冶金工业出版社11、有关标准图集12、相关教科书及其他专业书及相关规定、图集1.设计资料1、工程名称:市牡丹宾馆。2、建设地点:市区。3、工程概况:建筑总高为24m、共6层，层高3.3m；室内外高差0.6m。4、主导风向:全年主导风向为东北风，夏季主导风向为南风基本风压W0=0.4KN/m²5、温度：冬季取暖室外计算温度-90C，夏季通风室我计算温度310C6、冻土深度:200mm7、基本雪压：00.40KN/mm²8、年降雨量6880mm9、水文资料：经经勘探未发发现地下水水。10、地质条件地震烈度：8度度近震，场场地类别：：Ⅱ类表格SEQ表格\*ARABBIC1地层编号土层名称土层厚度m承载力桩的极限侧摩阻力桩的极限侧端阻力①杂填土1.0②黄色粉土312032-③黄色粉质粘土216048-④褐黄色粉土218046-⑤淡黄色粉土1.516040-⑥中细砂6m以下1805213501.2初估梁柱柱截面尺寸寸注：底层高度由由梁轴线算算至基础顶顶面，所以以底层柱高高取h=36600+6600+5500=44400mmm,其余各层层取层高33300mmm.1.2.1梁的的截面尺寸寸取跨度较大者进进行估算梁梁截面尺寸寸l=6600mmm,h==(1/88～1/144)l=8825mmm～471mmm,取h=6000mmb=(1/2～～1/3))h=3000mm～200mmm,取b=6000mm故：框架梁初选选截面尺寸寸为b×h==300mmm×600mmm梁的惯性性矩为I=1//12bhh3=1/122×300×60003=0.544×1010mm4板厚：h=1220mm框架架轴向尺寸寸及节点编编号图11.2.2柱的的截面尺寸寸按层高确定柱截截面尺寸。取取底层H=44000mmb=(1/155～1/200)H=2293mmm～220mmm初选柱截面尺寸寸b×h==600mmm×600mmm柱的惯性矩为I=11/12bbh3=1/122×6000×60003=1.008×10010mm41.2.3框架架计算简图图及梁柱线线刚度1．确定框架计算算简图框架的计算单元元如图2所示，取②轴上的一一榀框架计计算。假定定框架柱嵌嵌固于基础础顶面，框框架梁与柱柱刚接。由于各层柱的截截面尺寸不不变，故梁梁跨等于柱柱截面形心心轴线之间间的距离。底层柱高高从基础顶顶面算到二二层楼面，基基顶标高根根据地质条条件、室内内外高差，定为-1.100m,二层楼面面标高为33.3m，故故底层柱高高为4.44m。其余各层柱高从从楼面算到到上一层楼楼面（即层层高），故故均为3..3m。由此可绘也框架架的计算简简图如图3所示。2．框架梁柱的线线刚度计算算对于中框架梁取取I=2II0左边跨梁：i左==EI/ll=3.00*1077kN//m2*2*11/12**0.3mm*(0.66m)2/6.6m==4.911*1044kN··m中跨梁：i中==EI/ll=3.00*1077kN//m2*2*11/12**0.255m*(0.55m)2/2.4mm==2.6**104kN··m右边跨梁：i右==EI/ll=3.00*1077kN//m2*2*11/12**0.3mm*(0.66m)2/6.6m计算简图图图2==4.911*1044kN··m底层柱（A~CC轴）i=EI//l=3..0*1007kN//m2*1/112*((0.6mm)4/4.4mm==7.355*1044kN··m其余各层柱（AA~C轴）i=EI//l=3..0*1007kN//m2*1/112*((0.6mm)4/3.3mm==9.8**104kN··m令i则其余各各杆件的相相对刚度为为：i'=4.991*1004kN··m/9..8*1004kN··m=0..50i'=2..6*1004kN·mm/9.88*1044kN··m=0..27i'=4.991*1004kN··m/9..8*1004kN··m=0..50i'77.35**104kN··m/9..8*1004kN··m=0..75框架梁柱的相对对线刚度如如图2所示，作作为计算各各节点杆端端弯矩分配配系数的依依据。1.3荷载计算算1.3.1恒载载标准值计计算（1）屋面防水层（刚性）30厚C20细石砼防防水1.00kN//m2防水层（柔柔性）三毡毡四油铺小小石子0.4kN//m2找平层：15厚厚水泥砂浆浆0.015m**20kkN/m33=0.33kN//m2找平层：15厚厚水泥砂浆浆0.015m**20kkN/m33=0.33kN//m2找坡层：40厚厚水泥石灰灰焦渣砂浆浆3‰找平0.04m*114kNN/m3=0.556kNN/m2保温层：80厚厚矿渣水泥泥0.08m*114.5kN/mm3=1.116kNN/m2结构层：1200厚现浇钢钢筋砼板0.122m*255kN//m3=3kNN/m2抹灰层：100厚混合砂砂浆0.011m*177kN//m3=0.117kNN/m2合计：6.889kNN/m2(2)各层走走廊楼面10mm面层水磨石地面220mm水水泥砂浆打打底0.655kN//m2素水泥砂浆结合合一道结构层：1200厚现浇钢钢筋砼板0..12m**25kkN/m33=3kNN/m2抹灰层：100厚混合砂砂浆0.011m*177kN//m3=0.117kNN/m2合计：3.882kN//m2(3)标准层楼楼面大理石面层，水水泥砂浆擦擦缝30厚1:3干硬性水水泥砂浆，面面上撒2厚素水泥1.166kN//m2水泥浆结合层一一道结构层：1200厚现浇钢钢筋砼板0..12m**25kkN/m33=3kNN/m2抹灰层：100厚混合砂砂浆00.01mm*17kkN/m33=0.117kNN/m2合计：4.333kNN/m2(4)梁自重b*h=3000mm*600mmm梁自重25kNN/m3*0.3mm*(0.66m-0..12m))=3.66kN//m抹灰层：100厚混合砂砂浆0.001m*((0.6mm-0.112m+0.3mm)*2**17kkN/m33=0.227kNN/m合计3.877kN//mb*h=2500mm*500mmm梁自重25kNN/m3*0.255m*(0.55m-0..12m))=2.338kNN/m抹灰层：10厚混合砂浆0.011m*(0.55m-0..12m++0.255m)*22*17kN/mm3=0.221kNN/m合计2.599kN//m基础梁b*h==250mmm*400mmm梁自重25kNN/m3*0.255m*0.4mm=2.55kN//m(5)柱自重b*h=6000mm*600mmm柱自重25kNN/m3*0.6mm*0.6mm=9kNN/m抹灰层：100厚混合砂砂浆0.011m*0.6mm*4*117kNN/m3=0.441kNN/m合计9.411kN//m(6)外纵墙自自重标准层：纵墙0.9mm*0.244m*188kN//m3=3.889kNN/m铝合金窗0.355kN//m2*1.8mm=0.663kNN/m水刷石外墙面(3.3mm-1.88m)*00.5kkN/m22=0..75kkN/m水泥粉刷内墙面面(4.2mm-2.77m)*00.36kN/mm2=0..54kkN/m合计5.881kNN/m底层：纵墙(4.4mm-1.88m-0..6m)**0.244m*188kN//m2=8..64kkN/m铝合金窗00.35kN/mm2*1.88m=0..63kkN/m水刷石外墙面(3.3mm-1.88m)*00.5kkN/m22=0..75kkN/m水泥粉刷内墙面面(3.3mm-1.88m)*00.36kN/mm2=0..54kkN/m合计10.556kNN/m(7)内纵墙自自重标准层：(3.3mm-0.66m)*0.224m*118kNN/m2=111.66kN/mm纵墙(3.3mm-0.66m)*0.224m*118kNN/m2=111.66kN/mm水泥粉刷内墙面面2.7mm*0.336kNN/m2*2==1.944kN//m合计13..6kNN/m图图3板传荷载载示意图2．活荷载标准值值计算(1)屋面和楼楼面活荷载载标准值根据《荷载规范范》查得：：上人屋面2.0kN/mm2旅馆2.0kN//m2(2)雪荷载Sk=0.255kN//m2屋面活荷载与雪雪荷载不同同时考虑，两两者中取大大值。3．竖向荷载下框框架受荷总总图(1)A~B轴轴间框架梁梁屋面板传荷载：：板传至梁上的三三角形或梯梯形荷载等等效为均布布荷载，荷荷载的传递递示意图见见图3。恒载：6.899kN//m2*3.3mm*5/88*2=228.422kN//m活载：2.0kkN/m22*3.3mm*5/88*2=88.25kN/mm楼面板传荷载恒载4.333kNN/m2*3.3mm*5/88*2=117.866kN//m2活载2.00kN//m2*3.3mm*5/88*2=88.25kN/mm2梁自重3.877A~B轴间框架架梁均布荷荷载为：屋面梁恒载载=梁自重+板传荷载载=33.87kN/mm+28..42kkN/m==32.229kNN/m活载=板传荷载载=88.25kN/mm楼面梁恒载=梁自重+板传荷载载3..87kkN/m++17.886kNN/m=221.733kN//m活载载=板传荷载载=88.25kN/mm(2)B~C轴轴间框架梁梁屋面板传荷载：：恒载：6.899kN//m2*1.2mm*(1--2*0..182+0.1183)*2==5.955kN//m活载：2.0kkN/m22*1.2mm*(1--2*0..182+0.1183)*2==1.733kN//m楼面板传荷载恒载：4..33kkN/m22*1.2mm*(1--2*0..182+0.1183)*2==3.744kN//m活载：2..0kNN/m2*1.2mm*(1--2*0..182+0.1183)*2==1.733kN//m梁自重2.599kN//mB~C轴间框架架梁均布荷荷载为：屋面梁恒恒载=梁自重+板传荷载载==2.599kN//m+5..95kkN/m==8.544kN//m活活载=板传荷载载==1.733kN//m楼面梁恒恒载=梁自重+板传荷载载==2.599kN//m+3..74kkN/m==6.333kN//m活活载=板传荷载载==1.733kN//m(3)C~D轴轴间框架梁梁同A~B轴间框架架梁(4)A轴柱纵纵向集中荷荷载计算顶层柱女儿墙自重：（做做法：墙高高11000mm,100mmm的砼压压顶）0.24m*11.1m**18kNN/m3+25kNN/m3*0.1mm*0.244m+(1.22m*2++0.244m)*0.5kN//m2=6.667kNN/m顶层柱荷载=女女儿墙自重重+梁自重+板传荷载载6.67kN//m*6.6mm+3.997kN//m*(6.66m-6mm)+6..89kNN/m*3.3mm*5/88*6.66m=161.033kN顶层柱活载=板板传活载2.0kN//m2*3.33m*5//8*6..6m=227.233kN标准层柱恒载==墙自重+梁自重+板传荷载载5.81kN//m*(6.66m-6mm)+3..87kNN/m*((6.6mm-6m)++4.333kN//m2*3.33m*5//8*6.6m=1117.022kN标准层柱活载==板传活载载2.0kN//m2*3.33m*5//8*6..6m=227.233kN基础顶面恒载==底层外墙墙自重+基础梁自自重10.56kkN/m*(6..6m-66m)+22.5kkN/m*(6..6m-66m)=778.366kN(5)B轴柱纵纵向集中荷荷载计算顶层柱荷载=女女儿墙自重重+梁自重+板传荷载载图4竖向受荷总图2.59kN//m*(6.66m-6mm)+6..89kNN/m*1.2mm*(1--2*0..182+0.1183)*6.66m+6.89kNN/m**3.3mm*5/88*6.66m=1228.977kN顶层柱活载=板板传活载2.0kN/mm2*1.2mm*(1--2*0..182+0.1183)*6.66m+2..0kN//m2*3.3mm*5/88*6.66m=32.93kN标准层柱恒载==梁自重+板传荷载载2.59kN//m*(6.66m-6mm)+4..33kNN/m*1.2mm*(1--2*0..182+0.1183)*6.66m+4.33kN//m*3.3mm*5/88*6.66m=866.83kkN标准层柱活载==板传活载载2.0kN/mm2*1.2mm*(1--2*0..182+0.1183)*6.66m+2..0kN//m2*3.3mm*5/88*6.66m=32.93kN基础顶面恒载==基础梁自自重2.5kN/mm*(6.66m-6mm)=155kN(6)C轴柱纵纵向集中荷荷载计算同同B轴(7)D轴柱纵纵向集中荷荷载计算同同A轴1.4水平地震震作用下框框架的侧移移验算表格SEQ表格\*ARABBIC2D边柱Ａ0.50.221598边柱Ｄ0.50.221598边柱Ｂ0.770.2830237边柱Ｃ0.770.2830237∑D=114033701.4.1框架架柱的侧移移刚度D值1.4.2框架架的自振周周期计算按公式T1=00.25++0.533*10--3*=0..34s1.4.3水平平地震作用用标准值和和位移和计计算多遇地震作用下下，设防烈烈度为8度，查《抗抗震规范》表表5.1..4-1αmax=0.116,Ⅱ类场地，近近震，Tg=0.33s表格SEQ表格\*ARABBIC3D边柱Ａ0.670.4420045边柱Ｄ0.670.4420045边柱Ｂ1.020.7534168边柱Ｃ1.020.7534168∑D=11926686Tg<T1<5Tgg,除了专门门规定外，建建筑结构的的阻尼比应应取0.05，由地震震影响系数数曲线（图图6.4..1）则α11=(Tg/T1)0.9*00.16==0.1226T1<1.4Tgg所以不考虑顶部部附加地震震作用，δn=0结构总水平地震震作用标准准值FEK∑Gi=50832kNFEK=α1GGeq=0..126**0.855*508832=55444kN各层水平地震作作用标准值值、楼层地地震剪力及及楼层层间间位移计算算见表：表格SEQ表格\*AARABIIC4层GiHiGiHi∑GiHiFiVi∑D△Ue6870820.918199762895915751575114037000.00115792317.613944512082783114037000.00224792314.31132999813764114037000.0033792311871537544518114037000.004279237.7610075285046114037000.0041104324.4459013975443119268660.005G6=(1888.26++161..9+1888.266+40..54+110.277+40..54)**11=88708..37kNNG5=(1444.25++119..76+1119.776+1444.255+29..98+88.06++29.998+311.05**4)*111=79222.644kNG4=G3==G2=G5G1=104322kNFi=*FEK底层：=0..005//4.4==1/8000<1//550((满足)二层：=0..004//3.3==1/8225<1//550((满足)图5水平地震震作用示意意图表格SEQ表格\*AARABIIC5框架柱剪力和柱端端弯矩标准准值柱层hVi∑DDD/∑DVikKy0M下M上边

柱

A63.3157511403700215980.018929.82970.50.19.8488.5953.3278311403700215980.018952.708550.50.234.79139.1543.3376411403700215980.018971.288220.50.370.58164.6833.3451811403700215980.018985.568550.50.4112.95169.4323.3504611403700215980.018995.568660.50.6189.23126.1514.4544311926866200450.016891.478330.440.77309.9392.58中

柱

B63.3157511403700302370.026541.761220.770.0811.02126.7953.3278311403700302370.026573.791550.770.2356.01187.5043.3376411403700302370.026599.802880.770.33108.69220.6633.3451811403700302370.0265119.795510.770.38150.22245.1023.3504611403700302370.0265133.795510.770.53234.01207.5214.4544311926866341680.0286155.930080.750.68466.54219.55中

柱

C63.3157511403700302370.026541.761220.770.0811.02126.7953.3278311403700302370.026573.791550.770.2356.01187.5043.3376411403700302370.026599.802880.770.33108.69220.6633.3451811403700302370.0265119.795510.770.38150.22245.1023.3504611403700302370.0265133.795510.770.53234.01207.5214.4544311926866341680.0286155.930080.750.68466.54219.55边

柱

D63.3157511403700215980.018929.82970.50.19.8488.5953.3278311403700215980.018952.708550.50.234.79139.1543.3376411403700215980.018971.288220.50.370.58164.6833.3451811403700215980.018985.568550.50.4112.95169.4323.3504611403700215980.018995.568660.50.6189.23126.1514.4544311926866200450.016891.478330.440.77309.9392.58梁端剪力和柱轴轴力标准值值层AB跨梁端剪力BC跨梁端剪力lME左ME右VE=(ME右+ME左左)/LlME左ME右VE66.688.5982.4125.912.444.3844.3836.9856.6148.99121.8841.042.465.6365.6354.6946.6199.46143.4351.952.477.2377.2364.3636.6240.00159.3260.502.485.7985.7971.4926.6239.10134.8956.662.472.6372.6360.5316.6281.80142.7164.322.476.8476.8464.04CD跨梁端剪力力柱轴力层lME左ME右VE边柱A

NE中柱

B

NE中柱

C

NE边柱

D

NE66.682.4188.5925.91-36.98-11.0711.0725.9156.6121.88148.9941.04-66.95-24.7224.7266.9546.6143.43199.4651.95-15.00-37.1337.12118.9036.6159.32240.0060.50-45.51-48.1148.11179.4126.6134.89239.1056.66-11.16-51.9751.97236.0716.6142.71281.8064.32-53.16-51.6951.69300.391.5荷载作用用下的框架架内力分析析(荷载取为为标准值)1.5.1恒载载作用下框框架的内力力恒载作用下框架架受荷简图图如图所示示（1）恒荷载作用下框架的弯矩计计算a梁的固端弯矩可可按下面方方法求得Mab=-ql22图6恒荷载作作用下框架架受荷简图图Mba=ql2故：MA6B6=-**32.229*6..62=-1117.211kN·mMB6A6=*322.29**6.622=1177.21kN·mMB6C6=-*88.54**2.422=-4..10kkN·mMC6B6=*88.54**2.422=4.110kNN·mMC6D6=-**32.229*6..62=-1117.211kN·mMD6C6=*322.29**6.622=1177.21kN·mMA5B5=-**21.773*6..62=-788.88kN·mMB5A5=*211.73**6.622=78..88kkN·mMB5C5=-*66.33**2.422=-3..04kkN·mMC5B5=*66.33**2.422=3.004kNN·mMC5D5=-**21.773*6..62=-788.88kN·mMD5C5=*211.73**6.622=78..88kkN·mB根据梁、柱相对对线刚度，算算出各节点点的弯矩分分配系数μij如图A6点：μA6B6==00.33μA6B5==00.67用弯矩分配法计计算框架内内力，传递递系数为1/2，各节点点分配两次次即可。恒荷载作用下的的弯矩图：：μB6C6==0..21μA6B5==00.79μC6D6=0..33μC6C5=0.667μD6D55=0.667表格SEQ表格\*AARABIIC6上柱下柱左梁右梁上柱下柱左梁右梁上柱下柱左梁右梁下柱上柱0.670.330.150.560.280.280.560.150.330.67-117117.2-4.1-4.1117.2-11778.5338.68-17-63.3-31.7-31.7-63.3-1738.6878.5315.78-8.4919.34-13.715.8415.84-13.719.34-8.4915.78-4.88-2.41-3.23-12.1-6.03-6.03-12.1-3.23-2.41-4.8889.43-89.4116.4-89.1-26-26-89.1116.4-89.489.430.40.40.20.10.360.360.180.180.360.360.10.20.40.4-78.978.88-3.04-3.0478.88-78.931.5531.5515.78-7.58-27.3-27.3-13.7-13.7-27.3-27.3-7.5815.7831.5531.5539.2715.78-3.797.89-31.7-13.76.836.83-31.7-13.77.89-3.7915.7839.27-20.5-20.5-10.33.0611.0211.025.515.5111.0211.023.06-10.3-20.5-20.550.3226.83-77.182.25-48-29.9-4.35-4.35-48-29.982.25-77.126.8350.320.40.40.20.10.360.360.180.180.360.360.10.20.40.4-78.978.88-3.04-3.0478.88-78.931.5531.5515.78-7.58-27.3-27.3-13.7-13.7-27.3-27.3-7.5815.7831.5531.5515.7815.78-3.797.89-13.7-13.76.836.83-13.7-13.77.89-3.7915.7815.78-11.1-11.1-5.551.264.534.532.262.264.534.531.26-5.55-11.1-11.136.2236.22-72.480.45-36.4-36.4-7.6-7.6-36.4-36.480.45-72.436.2236.220.40.40.20.10.360.360.180.180.360.360.10.20.40.4-78.978.88-3.04-3.0478.88-78.931.5531.5515.78-7.58-27.3-27.3-13.7-13.7-27.3-27.3-7.5815.7831.5531.5515.7815.78-3.797.89-13.7-13.76.836.83-13.7-13.77.89-3.7915.7815.78-11.1-11.1-5.551.264.534.532.262.264.534.531.26-5.55-11.1-11.136.2236.22-72.480.45-36.4-36.4-7.6-7.6-36.4-36.480.45-72.436.2236.220.40.40.20.10.360.360.180.180.360.360.10.20.40.4-78.978.88-3.04-3.0478.88-78.931.5531.5515.78-7.58-27.3-27.3-13.7-13.7-27.3-27.3-7.5815.7831.5531.5515.7817.36-3.797.89-13.7-15.26.836.83-13.7-15.27.89-3.7917.3615.78-11.7-11.7-5.871.415.085.082.542.545.085.081.41-5.87-11.7-11.735.5937.17-72.880.6-35.9-37.4-7.32-7.32-35.9-37.480.6-72.837.1735.590.440.330.220.110.40.30.20.20.40.30.110.220.330.44-78.978.88-3.04-3.0478.88-78.934.7126.0317.35-8.34-30.3-22.8-15.2-15.2-30.3-22.8-8.3417.3526.0334.7115.78-4.178.68-13.77.597.59-13.78.68-4.1715.78-5.11-3.83-2.55-0.29-1.04-0.78-0.52-0.52-1.04-0.78-0.29-2.55-3.83-5.1145.3822.2-68.378.93-45-23.5-11.1-11.1-45-23.578.93-68.322.245.3813.02-11.4-11.413.02-1.92-0.39-0.39-1.9211.1-11.8-11.811.1图7恒载作用下的弯弯矩图(2)恒荷载作作用下的剪剪力计算。梁：∑MA=0:QB=-qllQA=+ql柱：∑Mc=0QDD=-QC=梁：A-BQA6=--ql=-4..07+1106.556=1002.499kNQB6=-4.007-1006.566=-1110.633kNQA5=-0..77+771.711=70..94kkNQB55=--72.448kNQA4=-11.21++71.771=700.50kNQB4=-772.922kNQA3=70.550kNQB3=-772.922kNQA2=-1.119+711.71==70.552kNNQB2=-772.900kNQA1=-1.661+711.71==70.110kNNQB1=-773.322kN梁B-CQB6=10.225kNNQQC6=-110.255kNQB5=7.66kNNQQC5==-7.66kNQB4=7.6kNQC4=-7.6kNQB3=7.66kNQC3=-7.6kNQB2=7.66kNQC22=-7.6kNQB1=77.6kNQQC1=-7.6kN柱QA6=-(899.43++50.332)/33.3=--42.335kNNQB6==-41..52kNQA5=-19..11kkNQQB5==-20..11kNQA4=-221.955kNQB4=-222.077kNQA3=-21..76kNQB3=-221.911kNQA2=-25..02kNQBB2=-224.988RkNQA1=-7.557kNNQQB1=-88.02kN(3)恒载作用用下的轴力力计算柱自重设计值：：底层：0.6**0.6**25*44.4=339.6kN其余层：0.66*0.66*25**3.3==29.77kNA柱图8恒载作用下框架架剪力图NA6上=QA6+1661.033=42..35+1161.003=2002.388kNNA6下=2002.388+29..7=2332.088kNNA5上=232.088+1177.02++19.111=3668.211kNNA5下=368.21++29.77=3977.91kNNA4上=397.911+1177.02++21.995=5336.888kNNA4下=536.88++29.77=5666.58kNNA3上=566.588+1177.02++21.776=7005.366kN图9恒载作用下框架架轴力图NA3下=705.36++29.77=7355.06kNNA2上=735.066+1177.02++25.002=8777.100kNNA2下=877.100+29..7=9006.8kNNA1上=906.8++117..02+77.57==10311.39kNNA1下=1031.339+399.6=11070..99kNB柱NB6上=QB6+1228.977=41..52+1128.997=1770.499kNNB6下=170.449+299.7=2200.119kNNB5上=2000.19++86.883+200.11==307..13kNNB5下=307.13++29.77=3366.83kNNB4上=3366.83++86.883+222.07==445..73kNNB4下=469.41++29.77=4755.43kNNB3上=4755.43++86.883+211.91==584..17kNNB3下=584.17++29.77=6133.87kNNB2上=6133.87++86.883+244.98==725..68kNNB2下=725.688+29..7=7555.388kNNB1上=7555.38++86.883+8..02=8850.223kNNB1下=850.233+39..6=8889.8332kN活荷载作用下框框架的内力力计算活荷载作用下框框架爱荷简简图如图由由于内力计计算采用分分层法，不不考虑图10活荷载作作用下框架架受荷简图图活荷载的最不利利组合，因因而除底层层外，其它它各层柱的的线刚度（或或相对线刚刚度）均乘乘以0.9并取相应应的传递系系数1/3,底层为1/2。顶层计算单元（h=3..3）因屋面面活荷载较较小，不考考虑活荷载载的最不利利组合将活活载满跨布布置，计算算结果如图图：(2)2、3、4、5层计算单单元，（h=3..3）为便于于内力组合合将活荷载载分跨进行行计算。左边跨布置活荷荷载时计算算结果如图图中跨布置活荷载载时计算结结果如图(2)底层计计算单元，（h=4.4m）底层左边跨布置置活荷载时时计算结果果如图底层中跨布置活活荷载时计计算结果如如图表格SEQ表格\*AARABIIC7c左梁右梁下柱左梁右梁下柱左梁右梁下柱0.650.350.160.540.30.30.540.160.350.6519.46-29.9429.94-0.83-0.8329.94-29.919.4610.48-4.66-15.72-8.23-8.23-15.7-4.6610.481.41-2.335.244.374.375.24-2.331.410.82-1.54-5.19-2.88-2.88-5.19-1.540.8220.97-20.9728.98-20.91-8.07-8.07-20.928.98-2120.97图11活荷载作作用顶层的的计算结果果表格SEQ表格\*AARABIIC83.96-3.880.37-0.02上柱下柱左梁右梁上柱下柱左梁右梁上柱下柱左梁左梁上柱下柱0.390.390.220.110.350.350.190.190.350.350.110.220.390.39-29.929.94-3.0411.6811.686.59-3.29-10.5-10.5-5.6915.78-0.53.3-13.77.590.20.20.11-0.36-1.16-1.16-0.63-3.1611.8811.88-23.729.58-11.6-11.6-6.320.61.111.110.350.18-2.561.111.110.35-0.04-0.07-0.070.14-0.07-0.073.96-3.880.37-0.02表格SEQ表格\*AARABIIC9-0.010.11-0.110.01上柱下柱左梁右梁上柱下柱左梁右梁上柱下柱左梁左梁上柱下柱0.390.390.220.110.350.350.190.190.350.350.110.220.390.39-0.830.830.090.290.290.16-0.16-0.29-0.29-0.09-0.080.080.050.010.030.030.02-0.02-0.03-0.03-0.01-0.05-0.02-0.02-0.010.10.320.32-0.730.73-0.32-0.32-0.10.010.020.02-0.02-0.020.04-0.040.020.02-0.010.11-0.110.01表格SEQ表格\*AARABIIC104.53-4.250.45-0.03上柱下柱左梁右梁上柱下柱左梁右梁上柱下柱左梁左梁上柱下柱0.430.330.240.110.380.30.210.210.380.30.110.240.430.33-29.929.94-3.0412.879.887.19-3.29-11.4-8.98-6.2915.78-1.653.6-13.77.590.710.540.4-0.4-1.37-1.08-0.76-3.5313.5810.42-2429.85-12.8-10.1-7.050.741.341.060.390.2-2.791.341.060.39-0.05-0.09-0.07-0.15-0.09-0.073.96-5.030.53-0.04表格SEQ表格\*AARABIIC11-0.010.10.10.01上柱下柱左梁右梁上柱下柱左梁右梁上柱下柱左梁左梁上柱下柱0.430.330.240.110.380.30.210.210.380.30.110.240.430.33-0.830.830.090.320.250.17-0.17-0.32-0.25-0.090.09-0.090.04-0.01-0.03-0.03-0.020.020.030.030.03-0.04-0.02-0.01-0.010.080.290.22-0.590.59-0.29-0.22-0.030.010.020.01-0.02-0.010.03-0.030.020.01-0.010.110.110.0051.6横向框架架的内力组组合1.6.1内力力组合各种荷载载情况下的的内力求得得后，根据据最不利又又是可能的的原则进行行内力组合合。当考虑虑结构塑性性内力重分分布的有利利影响时，应应在内力组组合之前对对竖向荷载载作用下的的内力进行行调幅。分分别考虑恒恒荷载和活活荷载由可可变荷载效效应控制的的组合和永永久荷载效效应控制的的组合，并并比较两种种组合的内内力，取最最不利者。同同时为满足足抗震要求求，在进行行组合前，应应先调整梁梁端弯矩和和跨中弯矩矩，即梁端端乘以0.8。跨中乘乘以1.1.6.2框架架梁柱的内内力组合表表见表13，表14，表15，表16，表17，表18。框架梁梁的控制值值调整见表表19，表20，表21，表22，表23，表24。其中，梁的剪力力控制值V’=1.22(Ml+Mr)/l0+VGb。1.6.3截面面设计与配配筋计算框架梁柱截面配配筋除满足足承载力要要求外，对对于梁和e0/h0>0.555的偏心受受压柱还应应满足裂缝缝宽度的要要求。1框架梁截面设计计混凝土强度：:=114.3NN/mm22=1..43N/mmm2=2.001N/mmm2:=99.6N//mm2=11.10N/mmm2=1.554N/mmm2As=bhh0/钢筋强度：HPB2355:=2100N/mmm2=2355N/mmm2HRB4000:=3660N/mmm2=4000N/mmm2（相对界限受压压区高度）：：=0.5518梁AB（350mm7700mm），采采用混凝土h0=7000-30==670mm一层跨中截面M=1667.544KN·mbh02=1667.544106/1.009.6355067002=0.2247=1-=0.2289<=0.5518=bbh=0..2%350mm700mm=490mm2As==1.09.6635067700.2289/3360=7745mmm2所以，可配4116(As=804mmm2)表格SEQ表格\*AARABIIC12杆件名称截面内力恒载值活载值水平地震(左))水平地震(右))1.2恒＋1..4活1.35恒+11.4×00.7活1.2(恒+00.5活)+1..3左地震1.2(恒+0..5活)+1..3右地震6LABB左端M-89.43-20.9788.59-88.59-136.677-141.288-4.73-235.0665V102.4926.02-25.9125.91159.42163.86104.92172.2833中端M72.9319.9485.5-85.5115.43118.00210.63-11.67V-25.9125.91-33.6833.683右端M116.3528.98-82.4182.41180.19185.4749.88264.1411V-110.633-28.44-25.9125.91-172.577-177.222-183.500-116.13376L--BC左端M-25.96-8.0744.38-44.38-42.45-42.9521.70-93.6888V19.812.08-36.9836.9826.6828.78-23.0573.094中端M89.056.82116.41126.90110.95110.9522V-36.9836.98-48.0748.074右端M-25.96-8.07-44.3844.38-42.45-42.95-93.6921.7V-10.25-2.08-36.9836.98-15.21-15.88-61.6234.5265L--AB左端M-77.14-23.74148.99-148.999-125.800-127.40086.88-300.4999V70.9426.35-41.0441.04122.02121.5947.59154.29中端M38.6318.26135.44-135.44471.9270.05233.38-118.766V-41.0441.04-53.3553.352右端M-82.25-29.58-121.888121.88-140.111-140.033-274.89941.996V-72.48-28.11-41.0441.04-126.333-125.400-157.199-50.495L--BC左端M-4.35-0.7365.43-65.43-6.24-6.5979.40-90.7177V7.62.08-54.6954.6912.0312.30-60.7381.465中端M0.210.520.980.790.560.564V-54.6954.69-71.1071.097右端M4.35-0.73-65.4365.434.205.16-80.2889.841V-7.6-2.08-54.6954.69-12.03-12.30-81.4760.7294L--AB左端M-72.44-23.74199.46-199.466-120.166-121.066158.13-360.477V70.526.35-51.9551.95121.49121.0032.88167.9455中端M41.8818.26171.44-171.44475.8274.43284.08-161.666V-51.9551.95-67.5467.535右端M-80.45-29.58-143.433143.43-137.955-137.600-300.75572.171V-72.92-28.11-51.9551.95-126.866-125.999-171.911-36.83554L--BC左端M-7.6-0.7377.23-77.23-10.14-10.9890.84-109.9557V7.62.08-64.3664.3612.0312.30-73.3094.036中端M3.040.524.384.613.963.96V-64.3664.36-83.6783.668右端M7.6-0.73-77.2377.238.109.54-91.72109.0811V-7.6-2.08-64.3664.36-12.03-12.30-94.0473.33L--AB左端M-72.44-23.74240-240-120.166-121.066210.83-413.1772V70.526.35-60.560.5121.49121.0021.76179.06中端M41.8818.26199.66-199.66675.8274.43320.77-198.3446V-60.560.5-78.6578.65右端M-80.45-29.58-159.322159.32-137.955-137.600-321.40092.828V-72.92-28.11-60.560.5-126.866-125.999-183.022-25.723L—BC书室室左端M-7.6-0.7385.79-85.79-10.14-10.98101.97-121.0885V7.62.08-71.4971.4912.0312.30-82.57103.3055中端M3.040.524.384.613.963.96V-71.4971.49-92.9492.937右端M7.6-0.73-85.7985.798.109.54-102.855120.2099V-7.6-2.08-71.4971.49-12.03-12.30-103.31182.5692L--AB左端M-72.76-23.74239.1-239.1-120.555-121.499209.27-412.3886V70.526.35-56.6656.66121.49121.0026.75174.0688中端M41.6418.2638.2-38.275.5374.11110.5811.264V-56.6656.66-73.6673.658右端M-80.6-29.58-134.899134.89-138.133-137.800-289.83360.889V-72.92-28.11-56.6656.66-126.866-125.999-178.033-30.71222L--BC左端M7.32-0.7372.63-72.637.769.17102.77-86.0733V7.62.08-60.5360.5312.0312.30-68.3289.057中端M2.760.524.044.243.623.624V-60.5360.53-78.6978.689右端M-7.32-0.73-72.6372.63-9.81-10.60-103.64485.197V-7.6-2.08-60.5360.53-12.03-12.30-89.0668.3211L--AB左端M-68.2524281.8-281.8-48.30-68.62298.84-433.844V70.126.34-64.3264.32121.00120.4516.31183.54中端M44.5329.39212.26-212.26694.5888.92347.01-204.8668V-64.3264.32-83.6283.616右端M-78.93-7.05-142.711142.71-104.599-113.466-284.47786.577V-73.32-28.12-64.3264.32-127.355-126.544-188.477-21.241L--BC左端M11.14-0.5976.84-76.8412.5414.46112.91-86.8788V7.62.08-64.0464.0412.0312.30-72.8893.62中端M6.580.668.829.538.298.292V-64.0464.04-83.2583.252右端M-11.14-0.59-76.8476.84-14.19-15.62-113.61186.17V-7.6-2.08-64.0464.04-12.03-12.30-93.6272.884表格SEQ表格\*AARABIIC13杆件名称截面内力恒载值活载值水平地震(左))水平地震(右))1.2恒+1..4活1.35恒+11.4×00.7活1.2(恒+00.5活)+1..3左地震1.2(恒+00.5活)+1..3右地震Z6A上

端M89.4320.97-26.3826.38136.67141.2885.60154.19N202.3829.41-36.9836.98284.03302.03212.43308.58下

端M-50.32-6.9911.31-11.31-70.17-74.78-49.88-79.28N232.0842.61-36.9836.98338.15355.07255.99352.14V-14.78-9.3211.42-11.42-30.78-29.09-8.48-38.17Z6B上

端M-89.05-20.91-27.5627.56-136.133-140.711-155.233-83.58N174.7853.46-11.0711.07284.58288.34227.42256.20下

端M47.956.9127.56-27.5667.2171.5097.5125.86N187.9866.66-11.0711.07318.90319.10251.18279.96V-8.78-9.2916.7-16.7-23.54-20.965.60-37.82Z5A上

端M26.8311.88-66.9566.9548.8347.86-47.71126.36N368.2172.76-17.5817.58543.72568.39462.65508.36下

端M-36.22-3.9629.12-29.12-49.01-52.78-7.98-83.70N397.9185.96-66.9566.95597.84621.42442.03616.10V-9.48-40822.06-22.06-582.588-412.644-227.500-284.855Z5B上

端M-29.93-0.32-57.4357.43-36.36-40.72-110.77738.55N363.47116.34-24.7224.72599.04604.70473.83538.10下

端M36.420.1157.43-57.4343.8649.27118.43-30.89N376.67129.54-24.7224.72633.36635.45497.59561.86V-6.25-40734.81-34.81-577.300-407.300-206.455-296.955Z4A上

端M36.2211.88-60.9660.9660.1060.54-28.66129.84N536.88116.08-1515806.77838.55694.40733.40下

端M-36.22-3.9640.64-40.64-49.01-52.786.99-98.67N566.58129.28-1515860.89891.58737.96776.96V-9.88-4.830.79-30.79-18.58-18.0425.29-54.76Z4B上

端M-36.42-0.32-94.0894.08-44.15-49.48-166.20078.41N520.58179.25-37.1337.13875.65878.45683.98780.52下

端M36.420.1194.08-94.0843.8649.27166.07-78.53N533.78192.45-37.1337.13909.97909.20707.74804.28V-6.25-4.757.02-57.02-14.08-13.0463.81-84.45Z3A上

端M36.2211.88-68.2668.2660.1060.54-38.15139.33N705.36159.4-45.5145.511069.5991108.455882.911001.244下

端M-35.59-3.9668.26-68.26-48.25-51.9343.65-133.822N735.06172.6-45.5145.511123.7111161.488926.471044.800V-9.88-4.837.67-37.67-18.58-18.0434.24-63.71Z3B上

端M-36.42-0.32-113.799113.79-44.15-49.48-191.822104.03N677.69242.16-48.1148.111152.2551152.200895.981021.077下

端M35.870.11113.79-113.79943.2048.53191.04-104.822N690.89255.36-48.1148.111186.5771182.955919.741044.833V-6.25-4.768.96-68.96-14.08-13.0479.33-99.97Z2A上

端M37.1711.88-77.1777.1761.2461.82-48.59152.05N877.1202.73-11.1611.161336.3441382.7661159.6551188.677下

端M-45.38-3.9663.35-63.35-60.00-65.1425.52-139.199N906.8215.93-11.1611.161390.4661435.7991203.2111232.233V-10.24-4.842.58-42.58-19.01-18.5340.19-70.52Z2B上

端M-37.39-0.32-139.166139.16-45.32-50.79-225.977135.85N834.8305.06-51.9751.971428.8441425.9441117.2441252.366下

端M45.030.11139.16-139.16654.1960.90235.01-126.811N848318.26-51.9751.971463.1661456.6991141.0001276.122V-6.75-4.766.9-66.9-14.68-13.7276.05-97.89Z1A上

端M22.210.42-89.8689.8641.2340.18-83.93149.71N1031.399245.78-53.1653.161581.7661633.2441316.0331454.244下

端M-11.1-5.21140.48-140.488-20.61-20.09166.18-199.077N1070.999261.38-53.1653.161651.1221701.9991372.9111511.122V-4.54-3.5544.73-44.73-10.42-9.6150.57-65.73Z1B上

端M-23.53-10.06-210.133210.13-42.32-41.62-307.444238.90N929.69368.24-51.6951.691631.1661615.9661269.3881403.777下

端M11.775.03210.13-210.13321.1720.82290.31-256.033N945.29383.34-51.6951.691671.0221651.8111297.1661431.555V-2.78-3.4362.75-62.75-8.14-7.1176.18-86.97表格SEQ表格\*AARABIIC14截面荷载内力M`=M-0..2VV`六

层

边

梁（左）MV恒载①-89.43102.49-109.93311.813225活载②-20.9726.02-26.1757.98555地震荷载③88.59-25.9193.77103.973325地震荷载④-88.5925.91-93.7741.2267751.2（①+00.5②）+1.33③-4.73104.92-25.7131.6738851.2（①+00.5②）+1.33④21.84152.07-8.5747.958663截面荷载内力M`=M-0..3VV`六

层

边

梁

（右）MV恒载①-70.84-93.35-52.1734.913225活载②-17.5-23.51-12.8081.08555地震荷载③-11.25-5.7-10.11127.073325地震荷载④11.255.710.1164.3267751.2（①+00.5②）+1.33③-110.133-133.544-83.4254.7738851.2（①+00.5②）+1.33④-80.88-118.722-57.1471.058663截面荷载内力M`=M-0..2VV`六

层

中

梁

（左）MV恒载①-57.2615.62-60.38-27.3255活载②-17.53.04-18.112.495地震荷载③27.56-20.4131.6418.68155地震荷载④27.5620.4123.4833.228551.2（①+00.5②）+1.33③-43.38-59.62-31.46-35.783351.2（①+00.5②）+1.33④-1115.00447.10-1124.446-422.766775截面荷载内力M`=M-0..2VV`六

层

中

梁

（右）MV恒载①-57.26-15.62-54.14-58.5655活载②-17.5-3.04-16.89-28.7455地震荷载③-27.56-20.41-23.48-12.55885地震荷载④27.5620.4123.481.98851.2（①+00.5②）+1.33③-115.044-47.10-105.62-67.023351.2（①+00.5②）+1.33④-43.385.97-44.57-454.000775截面荷载内力M`=M-0..2VV`五层边梁（左）MV恒载①-28.7653.84-44.9121.280775活载②-8.7518.81-14.3940.7878875地震荷载③54.99-11.8858.5565.725地震荷载④-54.9911.88-58.5537.6151.2（①+00.5②）+1.33③31.7360.4513.6026.94662251.2（①+00.5②）+1.33④-111.25591.34-138.655-9.599截面荷载内力M`=M-0..2VV`五层边梁（右）MV恒载①-48.38-61.27-36.1333.050775活载②-19.18-22.77-14.6352.5578875地震荷载③-23.45-11.88-21.0777.495地震荷载④23.4511.8821.0749.3851.2（①+00.5②）+1.33③-100.055-102.633-79.5238.71662251.2（①+00.5②）+1.33④-39.08-71.74-24.732.171截面荷载内力M`=M-0..2VV`五层中梁（左）MV恒载①-30.5314.75-33.48-14.6199活载②-41.466.62-42.78-10.358825地震荷载③147.75-140.711175.89102.4166