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'关于普通房屋的建筑毕业设计第一部分建筑设计1设计要点1.1建筑平面设计(1)依据建筑功能的要求,确定柱网的尺寸,然后,再逐一定出各房间的开间和进深;(2)根据交通、防火与疏散的要求,确定楼梯间的位置和尺寸;(3)确定墙体所用的材料和厚度,以及门窗的型号与尺寸;1.2建筑立面设计(1)确定门窗的立面形式。门窗的立面形式一定要与立面整体效果相协调;(2)与平面图对照,核对雨水管、雨篷等的位置及做法;(3)确定墙体立面装饰材料做法、色彩以及分格艺术处理的详细尺寸;1.3建筑剖面设计(1)分析建筑物空间组合情况,确定其最合适的剖切位置。一般要求剖到楼梯及有高低错落的部位;(2)进一步核实外墙窗台、过梁、圈梁、楼板等在外墙高度上的构造关系,确定选用哪种类型的窗台、过梁、圈梁、楼板及其形状和材料;(3)根据平面图计算确定的尺寸,核对楼梯的在高度方向上的梯段的尺寸,确定平台梁的尺寸。2建筑平面设计该医院住院部虽位于抗震设防烈度为7度的区域,抗震设防烈度按7度进行设计,平面上力求简单、规则、对称,有利于自然采光和自然通风,中间用连廊将住院部与医院主体相连,形成水平交通通道,使其布局流畅同时又利于抗震。
主楼柱网是竖向承重构件的定位轴线在建筑平面上所形成的网格,是框架结构的脉络。柱网布置既要满足建筑平面布置和使用功能的要求,又要使结构受力合理,构件种类少,施工方便。柱网布置还应与建筑分隔墙布置互相协调,一般常将柱子设在纵横建筑墙交叉点上,以尽量减少柱网对建筑使用功能的影响。框架结构常见的柱网不止方式有:内廊式、外廊式、等跨式、对称不等跨式等。本框架结构教学楼采用内廊式柱网布置,也就是中间为走廊,两边为教室。考虑到走廊长度大于40m,两面布置房间时,走廊最小净宽度为1.8m,所以中间走廊的跨度取为2.7m。两边房间的开间和进深根据柱网的尺寸灵活布置,因而横向的柱跨度分别为纵向柱跨度均为3.6m。纵向一共有10跨,总长度为51m,总宽度为18.6m。其长宽比为2.7,满足7度设防区建筑物长宽比不允许超过6.0的要求。该住院部根据使用功能的要求,首层设有门厅、值班室、病房,护士站,配药室,男女卫生间等。作为垂直交通的楼梯设在两端进门的位置,满足了安全疏散距离不超过20m的要求,又有效的利用了建筑面积。各层平面建筑施工图见建施02—07。3建筑立面设计该教学楼在建筑立面上采用宽大而明亮玻璃窗,特别是主楼采用柱间弧形造型窗,有效的满足教学采光的要求,同时可以表现简洁和现代感,还增加了立面的美观效果。建筑立面和竖向剖面上力求规则,避免立面的凹进或突出,使结构的侧向刚度变化均匀,有利于结构抗震。另一方面,该教学楼总体布局采用以高层建筑为主体的对称而又分散的布局形式(Ⅱ区为七层,Ⅲ区为两层,Ⅰ、Ⅳ为三层),主楼采用柱外露的形式形成竖线条,更衬托出主楼的高大、雄伟,以满足建筑立面形式美观的原则。各立面建筑施工图见建施10—12。4建筑剖面设计建筑物的剖面图要反映出建筑物在垂直方向上各部分的组合关系。剖面设计的主要任务是确定建筑物各部分应有的高度、建筑物的层数及建筑空间的组合关系。在建筑物的层高上,考虑到建筑空间比例要求,一般房间高度与进深的合适比例为1:2,该教学楼的进深为7.5m,又考虑到提供足够的房间净高度,以避免净高低的房间给人压抑的感觉。因此,综合考虑各层的层高均为教学楼常用的3.3m,室内外高差采用0.45m。根据总建筑面积等各方面的要求,总层数为5层,总建筑高度为19.8m,其高宽比为1.1,满足7度抗震设防烈度区建筑物高宽比不允许超过4的要求。另外从室内采光和通风的角度考虑,窗台的高度取0.9m。屋顶不上人,取屋顶女儿墙高度为0.4m。详细的建筑剖面图见建施08、09。5建筑说明(1)本图除特别注明外,标高以米计,尺寸以毫米计。(2)本图根据任务书要求按七度地震
区抗震要求设防。楼面(病房、配药室,办公室等)允许活荷载2.0KN/M2,楼面(走廊、厕所)及楼梯允许活荷载2.0KN/M2。房屋正常使用年限为50年。(3)放样:以现场实际为放样依据。(4)设计标高:室外地坪标高-0.450根据工程地质资料设为第一层土——杂填土的顶面,室内外高差为0.450m。(5)墙身:240MU7.5机制砖,M10水泥砂浆砌筑,分隔墙及其外廊栏板为120厚砖墙。III区及连廊1、2、3为250厚陶粒空心砌块,M10水泥砂浆砌筑。外粉刷及装修:外墙:用水泥沙浆打底后,用100×100瓷砖贴面,水泥浆擦缝,缝宽10mm,颜色详见建施10、建施11、建施12。窗台:用水泥砂浆打底后贴瓷砖,同内、外墙做法。入口雨棚:用浅红色100×100瓷砖贴面,缝宽10mm。勒脚:用水泥砂浆打底后贴芝麻灰花岗岩火烧板饰面。内粉刷及装修:平顶:水泥砂浆打底,纸筋灰粉平,刷白二度。(部分根据实际使用功能做吊顶)内墙:水泥砂浆打底,纸筋灰粉平,刷白二度。踢脚:除门厅、实验室及各层走廊、厕所、盥洗间外,均做深暗红色瓷砖踢脚,详88ZJ501踢脚㈡③。门厅、走廊、实验室做1200高200×300白色瓷砖墙裙。厕所、盥洗间做1800高白瓷砖墙裙:防水砂浆打底,纯水泥浆粘贴层,200×300白瓷砖,白水泥浆擦缝。(6)室内地面:素土夯实+80厚C15混凝土+素水泥浆结合层一道+20厚水泥砂浆找平层+素水泥浆结合层,上做10厚水磨石面层。厕所、盥洗间详88ZJ001地20。(7)楼面:120结构层上,素水泥浆结合层一道+20厚水泥砂浆找平层+素水泥浆结合层,上做10厚水磨石面层。厕所、盥洗间详88ZJ001楼9。(8)屋盖:120现浇钢筋混凝土板上,150厚水泥蛭石保温层,20厚水泥砂浆找平层,再做二毡三油上铺小石子防水层。(9)基础:详结施02。(10)构件:预应力多空板(YKB)及除窗C3外的门窗过梁为荆州市某混凝土厂生产的定型构件。现浇的梁、板、柱、楼梯等均用C30混凝土。窗C3过梁现浇。(11)其它:①PVC落水管、水斗、弯头等直接从建材市场购得。②砖砌有盖明沟,详88ZJ901明沟⑥。③不露面铁件红丹防锈漆二度;露面铁件红丹防锈漆一度,调和漆二度,银灰色。④门窗五金等配件按按要求配齐。⑤楼梯、门厅台阶面层贴50厚预制水磨石板。(12)未尽事宜按国家规范和有关规定办理。
第二部分结构设计本设计采用框架结构。1一般说明1.1结构设计依据的主要现行设计及施工规范:(1)《建筑结构可靠度设计统一标准》(GB50068-2001)(2)《建筑结构荷载规范》(GB50009-2001)(3)《混凝土结构设计规范》(GB50010-2002)(4)《建筑抗震设计规范》(GB50011-2001)(5)《建筑地基基础设计规范》(GB50002-2002)(6)《混凝土结构工程施工质量验收规范》(GB50204)(7)《建筑桩基技术规范》(JGJ94-94)(8)《建筑设计防火规范》(JBJ16-87)1.2本工程为七层框架结构,建筑总高度为27.750米,按抗震设防烈度7度设防,设计地震分组为第一组,设计基本地震加速度值为0.10g。建筑物重要性为丙类。框架抗震等级为三级,结构安全等级为二级,结构正常使用年限为50年。1.3本工程之-0.450相当于绝对标高根据工程地质资料设为第一层土——杂填土的顶面,室内外高差为0.450m。1.4图纸中除特别注明外,标高以米计,尺寸以毫米计。1.5本工程采用中国建科院PKPM系列设计软件(2002年9月版)进行辅助设计。1.6本工程基本风压按0.30采用,地面粗糙度为B类。1.7建筑物的耐火等级为二级。1.8混凝土结构所处环境类别:0.000以下为二(a)类环境,0.000以上为一类环境。1.9本工程主要楼面屋面设计活载标准值:部位活载标准值()病房、卫生间、办公室2.0走廊、厕所、楼梯2.02地基、基础2.1本工程基础设计依据毕业设计要求提供工程地质资料。2.2本工程场地类型为中硬型场地土,场地类别为III类,场地岩土层简要概述如下:第一层为杂填土,厚1.1米,桩周土的承载力特征值=8Kpa第二层为淤泥质粉质粘土,厚4.5米,桩周土的承载力特征值=8Kpa第三层为粉质粘土,厚21.3米,桩周土的承载力特征值=10Kpa
第四层为粘土,厚2.5米,桩周土的承载力特征值=11Kpa第五层为细砂,厚6.0米,桩周土的承载力特征值=15Kpa第六层为中砂,未穿透,桩周土的承载力特征值=22Kpa,桩端土的承载力特征值=2500Kpa2.3本工程基础设计等级为丙级,采用柱下条基础,以第六层为本工程持力层,基础详细设计见结施02、03。2.4钢筋混凝土承台采用C30混凝土,HRB335级钢筋,承台下做混凝土垫层100厚,其每侧比基础承台外边缘各加宽100。3钢筋混凝土构件部分3.1混凝土等级:梁为C30,板为C30,柱为C30。3.2钢筋强度等级设计值:HPB235为f=210N/mm²;HRB335为f=300N/mm²;HRB400为f=360N/mm²3.3纵向受拉钢筋的锚固长度la若无特殊注明,均按以下要求执行:其中LaE=La钢筋类型混凝土强度等级C15C20C25C30C35〉=C40HPB2337d31d27d24d22d20dHRB33539d33d30d27d25d注:当HPB335级钢筋直径>25毫米时钢筋锚固长度乘以修正系数1.1,任何情况下钢筋锚固长度不应少于2503.4钢筋连接:(1)图中除特别注明和直径>22毫米的钢筋应采用焊接。(2)采用焊接时,应按施工图和现行规范要求及构件钢筋接头位置,采用闪光对焊,气压焊,电渣压力焊,电弧搭接焊等焊接方式。(3)钢筋搭接焊缝长度除图中特别注明外,单面焊不少于10d,双面焊不少于5d.(4)电弧搭接焊:HPB235级钢筋采用E43焊条,HRB335级钢筋采用E50焊条。(5)纵向受拉钢筋的绑扎搭接接头面积百分率不大于25%时最小搭接长度按下表,但不应小于300。钢筋类型混凝土强度等级C15C20C25C30C35〉=C40HPB235(Ф)45d37d32d29d26d24dHRB335(Ф)46d40d36d33d30d注:纵向受拉钢筋的搭接接头面积百分率大于25%,但不大于50%时按表中数值乘以1.2取用。同一连接区段内纵向受力钢筋接头面积的允许百分表接头形式接头面积允许百分率%受拉区受压区绑扎搭接接头梁,板柱宜〈50
宜〈25宜〈50焊接接头应〈50不限注:同一连接区段,绑扎搭接接头为1.30倍的搭接长度,焊接接头为35d且不小于500mm(6)接头位置:梁上(下)部钢筋不得在支座(跨中)处接头,柱应在柱端加密区以外部位接头,梁柱主筋搭接范围内箍筋应加密。3.5柱的有关要求及构造按规范要求做。3.6梁的构造要求详图例,梁平面整体表示法的制图规则详《00G101》。3.7现浇板⑴板中通长钢筋采用搭接时应在受力较小处搭接,板面钢筋在跨中1/3范围内搭接,板底在支座处1/3范围内搭接。⑵板下部纵向受力钢筋伸入支座的锚固长度La不应小于5d。⑶板边支座负筋应按受拉钢筋锚雇在梁内,柱内或钢筋混凝土内。⑷全部双向板底筋,短向筋在下,长向筋在上,板内分布筋,除图中特别注明外均为Ф8@200。⑸除图中特别注明者外,楼板开洞小于250mm,板内钢筋从洞边绕过,不另设置附加钢筋。3.8混凝土构件受力主筋混凝土净保护层厚度室外地面以下室外地面以上基础板梁柱C25C20C25-C45C20C25-C45C20C25-C4540201530253030注:表中基础系指室外地面以下所有构件。3.9钢筋混凝土构件施工要求部位最大水灰比最小水泥用量最低混凝土强度最大氯离子含量(%)最大碱含量(kg/m3)K0.000以下0.65225C251.0不限制K0.000以上0.60250C200.303.04预制部分4.1预制构件选用图集:预制板选用96EG404,平板选用91EG301,过梁选用91EG323。4.2预制构件除大样图已注明材料强度等级外,其余均采用混凝土C20,HPB235级、HRB335级钢筋。4.3预制构件制作时,上下水管道或其他设备孔洞均需按图示位置预留,不得后凿。遇柱,给排水管穿楼面屋面时,应用C20混凝土现浇板带,厚度同两侧预制板,现浇板带配筋另详。
4.4全部预制构件安装铺放均采用M5水泥砂浆垫实。4.5灌缝:板缝不得小于20毫米,用水将板缝清洗干净后,用C20细石混凝土隔层灌缝,超过40毫米板缝,板缝加筋或现浇板带。5其他5.1走廊砖砌栏板除注明外,顶部设置钢筋混凝土压顶,截面b×120(b为栏板墙厚配2Ф8纵筋。分布筋Ф6@200。挑梁端部设b*120构造柱(b为栏板墙厚)。主筋4Ф10,箍筋Ф6@200,立柱中间设Ф6@500锚筋,每端伸入墙内700。5.2当楼板面层小于30mm时,结构所注板面标高与建筑标高相同。5.3女儿墙采用现浇钢筋混凝土。5.4屋面按建筑所示方向建筑找坡。5.5预埋件及预留孔详见建筑、水电专业图纸。5.6避雷针;连接部位详见电施。5.7结构施工过程中应与有关专业密切配合,若发现有碰撞或遗漏等问题请及时同设计人联系研究解决。5.8未尽事宜以现行设计及施工规范为准。第三部分结构设计计算书
1框架结构设计书1.1工程概况该教学实验楼为5层钢筋混凝土框架结构,建筑面积约为5000。建筑物平面为一字形,建筑方案确定,房间开间6.6m,进深4.8-6.3m,走廊宽度2.4-2.7m,各层层高均为3.3m,室内外高差0.45m,框架平面柱网布置如图1所示。图1框架平面柱网布置框架梁、柱、楼梯、楼盖及卫生间楼面现浇,其它楼面选用预应力钢筋混凝土空心板。1.2设计条件⒈气象条件基本风压0.30KN/;基本雪压0.40KN/。⒉抗震设防地理位置为7度区,设计要求抗震设防烈度为:7度⒊工程地质条件该建筑物场地属于荆州市沙市区,地层由杂填土、淤泥质粉质粘土、粉质粘土、粘土、细砂和中砂组成。各层厚度及桩端土的承载力特征值如表1所示。根据工程地质资料及荆州市沙市区的地理情况,该场地为III类场地。⒋屋面及楼面做法屋面做法:二毡三油上铺小石子防水层,20厚水泥砂浆找平层,150厚水泥蛭石保温层,120厚钢筋混凝土现浇板,吊顶(或粉底)。楼面做法:水磨石地面(10mm面层,20mm水泥砂浆打底),120厚预应力空心板,吊顶(或粉底)。⒌材料混凝土强度等级为C30,梁纵筋及基础选HRB335级钢筋,柱纵筋选HRB400级钢筋,箍筋选HPB235级钢筋。表1工程地质资料土层层名地基指标建议值沉管灌注桩计算指标建议值
层号平均厚度承载力标准值压缩模量桩周土摩擦力特征值桩端土承载力特征值1杂填土1.850-602.02粘土夹粉土3.460-752.6153粉土2.480-903.2134粉土夹粘土4.185-953.5205粘土夹粉细沙3.6110-1153.7246粉细沙4.0130-14012189807砾卵石》7.0460-600355326001.3设计任务选择有代表的单元,确定计算简图,导算荷载,进行内力分析和内力组合,对构件进行截面设计及截面配筋设计;根据地址条件,完成基础选型及相应计算。2框架结构设计计算2.1梁柱截面、梁跨度及柱高确定⒈初估截面尺寸①柱由经验公式Ac=βGnF/fc[µN](柱的混凝土强度等级为C30,=14.3,本房屋的抗震等级为三级,轴压比为0.9,中柱负荷面积6.6x(2.7+4.8+2.4)/2=32.67,各层G近似取12KN/m。)得:Ac≥1.2x12000x5x32.67/14.3x0.9=182769取矩形柱400mm×600mmAc=240000≥182769②梁框架梁的宽度考虑墙体的厚度等因素,取250mm;梁高为(1/8—1/12)跨长,其布置如图2所示。
图2框架梁编号其中:KL1b×h=300mm×700mmKL2b×h=300mm×700mmKL3b×h=300mm×300mmKL4b×h=250mm×400mmKL5b×h=250mm×400mm⒉梁的计算跨度如图3所示,框架梁的计算b×h=300mm×700mm跨度以柱的形心线为准,则边跨为7500mm,中跨为2400mm。⒊柱高度底层柱高度h=3.3m+0.45m+0.65m=4.4m(其中3.3m为底层层高,0.45m为室内外高差,0.65m为基础顶面至室外地面的高度。)其它层柱高等于层高,即3.3m,由此得框架计算简图(图4)
图4框架结构计算简图及柱编号2.2荷载计算⒈楼、屋面活荷载标准值根据《荷载规范》GB5009-2001第4.1.1条和第4.3.1条,楼、屋面活荷载标准值取值如下:教室、实验室、办公室2.0KN/m2厕所、盥洗室2.0KN/m2走廊、门厅、楼梯2.0KN/m2不上人屋面0.5KN/m2⒉楼、屋面的建筑做法及恒荷载标准值①屋面均布荷载二毡三油上铺小石子防水层0.35KN/m220厚水泥砂浆找平层20×0.02=0.40KN/m2150厚水泥蛭石保温层5×0.15=0.75KN/m2120厚钢筋混凝土现浇板25×0.12=3.00KN/m2粉底(或吊顶)0.45KN/m2合计4.95KN/m2②楼面均布恒载(除去厕所、盥洗室、楼梯)水磨石地面(10mm面层,20mm水泥砂浆打底)0.65KN/m2100厚现浇板25×0.10=2.50KN/m2吊顶(或粉底)0.35KN/m2合计3.50KN/m2③厕所、盥洗室均布荷载瓷砖地面0.55KN/m2
20厚水泥砂浆防水保护层20×0.02=0.40KN/m2地面防水层0.05KN/m2粉底(或吊顶)0.45KN/m2合计3.95KN/m2①楼梯均布荷载水磨石地面0.65KN/m2楼梯板重(按250厚钢筋混凝土板等效)25×0.25=6.25KN/m2合计6.90KN/m2②雨蓬二毡三油防水层0.35KN/m220厚水泥砂浆找平层20×0.02=0.40KN/m2100厚钢筋混凝土现浇板25×0.10=2.50KN/m2粉底(或吊顶)0.45KN/m2合计3.75KN/m2⒊梁、柱自重(包括梁侧、梁底、柱摸灰的重量)标准值梁柱的摸灰近似按加大梁宽及柱宽考虑比如KL1b×h=0.25m×0.65m,长度为6.9m,每根重量为:0.29×0.65×6.9×25=32.52KN。其它梁柱自重标准值见表2,其中梁长度取净长度,柱长度取层高。表2梁柱自重标准值层次编号截面(m2)长度(m)根数每根重量(KN)1--7KL10.3×0。77.210x5=5045.9KL0.3×0.302.710x5=508.03KL30.3×0.708.710x5=5055.46KL40.25×0.42.416x5=906.09KL50.25×0.46.656x5=31516.74KL61/KL62/KL630.25×0.47.22.78.7760.68KL71/KL720.25×0.42.72.1315.661KZ10.4×0.64.440×1=4030.82--7KZ20.4×0.63.340×4=16023.1⒋墙体自重标准值墙体采用陶粒空心砌,纵横梁自重块(250mm厚,5KN/m3),外墙面抹灰25厚,涂料(0.5KN/m2),内墙面均为20mm厚摸灰。故外墙体单位面积重量为:0.25×5+0.02×17+0.02x25=2.09KN/m2内墙体单位面积重量为:0.25×5+0.02×17×2=1.93KN/m2钢铁门单位面积重量为0.45KN/m2;玻璃门(15mm厚)单位面积重量为25.6×0.015=0.38KN/m2;铝合金窗单位面积重量为0.4KN/m2,其中C3造型窗3200mm×2400mm按3200mm×2100mm等效。
编号第一层数量第二层数量宽度高度每个门窗及其上下墙体重量第一层总重第二层总重型号C166150018005.78598.17609.17C23135240018009.25C3121290018003.25C41212120018004.34C566210018007.59M1323290021002.76M2121270021002.15M320180021005.57M420240021007.43则:⑴每片窗C1及其上下外纵墙体自重为:0.4x1.5x1.8+(1.5x3.3-1.5x1.8)2.09=5.78KN2每片窗C2及其上下外纵墙体自重为:0.4x2.4x1.8+2.4(3.3-1.8)2.09=9.253每片窗C3及其上下外纵墙体自重为:0.9x1.8x0.4+0.9x1.93(3.3-1.8)=3.254每片窗C4及其上下外纵墙体自重为:1.2x1.8x0.4+1.2x1.93(3.3-1.8)=4.3385每片窗C5及其上下外纵墙体自重为:2.1x1.8x0.4+2.1x1.93(3.3-1.8)=7.596每片窗M1及其上下外纵墙体自重为:0.9x2.1x0.45+0.9x1.93(3.3-2.1)=2.767每片窗M2及其上下外纵墙体自重为:0.7x2.1x0.45+0.7x1.93(3.3-2.1)=2.158每片窗M3及其上下外纵墙体自重为:1.8x2.1x0.38+1.8x2.09(3.3-2.1)=5.579每片窗M4及其上下外纵墙体自重为:2.4x2.1x0.38+1.8x2.09(3.3-2.1)=7.43内墙重为:(51000-4800)x4+11100x15+600x12+2100x3+2700x3+2700x4-12x900-12x1200-6x2100-32x900-12x700]x1.93=632847N=632.85KN第一层外墙重为[51000x2+18600x2-(1500x6+2400x31+1800x2+2400x2)]x2.09=99066N=99.1KN第2-5层外墙重为[51000x2+18600x2-1500x6-2400x35]x2.09=96.56梁下墙体少的重量为2.09×(18.6×2×0.7+51×2×0.4)+1.93×(18.6×8×
0.70+46.2×4×0.4)=355KN第一层墙体总重为632.85+99.1+598.17-355=1330.12-355=975.12第二层墙体总重为632.85+96.56+609.17-355=1338.58-355=983.58⒌屋面女儿墙自重标准值女儿墙采用200mm厚现浇钢筋混凝土,其高度为400mm,外贴瓷砖(0.5KN/m2),故墙体的自重标准值为:25x0.2x(51x2+18.6x2)x0.4+0.5x(51x2+18.6)x0.4=306.24KN楼梯上方小屋的墙重量(4.800×2+2.700)×3.300×2.09+2.76=87.6KN楼板3.5×4.8×3.6=60.48KN楼梯上的小屋由于质量太小因此不另作一层计算,其算着第五层的质量⒍各层重力荷载代表值根据《抗震规范》GB50011—2001第5.1.3条,顶层重力荷载代表值包括:屋面及女儿墙自重,50%屋面雪荷载,纵横梁自重,半层柱自重,半层墙体自重。其它层重力荷载代表值包括:屋面活荷载,50%楼面均布活荷载,纵横梁自重,楼面上、下各半层的柱及墙体自重。各层重力荷载代表值分别计算如下:顶层:G5=306.24+87.6+51×18.6×(4.95+0.4×50%)+983.58×50%+40×19.8×50%+45.9×10+8.03×10+55.46×10+6.09×16+16.74×56+7×60.68+3×15.66+60.48=8448KNG2-4={3.5×[51×18.6-3.0×6.3-3.6×408-3.0×4.8-(3.0×2.7+3.6×2.1)×3]+3.95×(3.0×2.7+3.6×2.1×3)+6.9×(3.0×4.8+3.6×4.8)}+50%[2.0×18.6×51]+45.9×10+8.03×10+55.46×10+6.09×16+16.74×56+7×60.68+3×15.66+975.12+23.1×40=8505KNG1={3.5×[51×18.6-3.0×6.3-3.6×408-3.0×4.8-(3.0×2.7+3.6×2.1)×3]+3.95×(3.0×2.7+3.6×2.1×3)+6.9×(3.0×4.8+3.6×4.8)}+50%[2.0×18.6×51]+45.9×10+8.03×10+55.46×10+6.09×16+16.74×56+7×60.68+3×15.66+(922.35+918.33)/2+23.1×40+3.75×6.6×2=8649KN建筑物总重力荷载代表值为:ΣGi=8300+8505×3+8649=42464KN各质点的重力荷载代表值及质点高度如图5所示:
图5各质点重力荷载代表值2.3地震作用计算⒈横向框架侧移刚度计算⑴梁的线刚度计算梁的线刚度计算见表4。(混凝土强度等级为C30,Ec=3.0107KN/m2)表4梁的线刚度梁编号截面跨度m惯性距边框架梁中框架梁(m)I=1.5I(m)现浇板i=(KNm)I=2.0I(m)现浇板i=(KNm)KL10.3×0.77.28.575×10-312.86×10-35358317.15×10-371458KL20.3×0.32.70.675×10-31.01×10-3112221.35×10-315000KL30.3×0.708.78.575×10-312.86×10-34434417.15×10-359138KL40.25×0.42.41.33×10-31.995×10-3249382.66×10-333250KL50.25×0.406.61.33×10-31.995×10-390892.66×10-312090⑵柱的线刚度计算柱的线刚度计算见表5。(混凝土强度等级为C30,Ec=3.0107KN/m2)表5柱的线刚度层次截面(m2)高度(m)Ec(KN/m2)(m4)i=(KNm)2-50.4×0.63.33.01077.2×10-36545510.4×0.64.43.01077.2×10-349091⑶横向框架柱侧移刚度横向框架柱侧移刚度D值计算见表6。
表6横向框架柱侧移刚度D值由表6可见∑D1/∑D2=711172/995936=0.714>0.7,∑D2/∑D7=995936/1012368=0.984>0.7∑D1/∑D7=711172/1012368=0.702>0.7故该框架为规则框架。层与柱连接的梁一般层K=(i1+i2+i3+i4)/2ic底层K=(i1+i2)/icα=K/(2+K)(一般层)α=(0.5+K)/(2+K)(底层)D=12αic/h2(KN/m)根数底层边柱KL11.090.515156712KL1,KL21.00.5152142KL2,KL30.8490.47143012KL30.9030.483146972底层中柱KL11.4560.566172228KL1,KL21.3210.548166758KL2,KL31.1330.52158228KL31.2010.531161578ΣDi706774一般层边柱2KL10.8180.29209162KL1,2KL21.320.398287062KL2,2KL31.1320.36259652KL30.9030.31122431一般层中柱2KL11.0920.353254612KL1,2KL21.760.468337552KL2,2KL31.510.43310142KL30.9030.31122431ΣDi999306ΣD底/ΣD标=706774/999306=0.707》0.7所以该框架是规则
⒉横向框架自振周期计算由于本框架质量和刚度沿高度比较均匀,所以其平均自振周期可以按高层建筑钢筋混凝土结构技术规程(JGJ3-2002)附录B.0.2规定计算。式中:—计算结构基本自振周期用的结构顶点假想位移(m);—结构基本自振周期考虑非承重砖墙影响的折减系数,框架结构取0.6~0.7;该框架取0.7。⑴横向框架结构顶点假想位移计算横向框架结构顶点假想位移计算见表7,表7横向框架结构顶点假想位移层次(KN)(KN)∑D(KN.m)(m)(m)5844884489993060.00850.151148505169539993060.01700.142638505255489993060.02560.125628505340639993060.03410.118649427126467740.06590.066⑵横向框架自震周期计算根据上述公式得=1.7×0.7×0.1511=0.46S⒊横向地震作用计算根据建筑抗震设计规范(GB50011-2001)第5.1.2条规定,对于高度不超过40m,以简切变形为主,且质量和刚度沿高度分布比较均匀的结构,以及近似于单质点体系的结构,可以采用底部剪力法等简化方法计算抗震作用。因此,本框架结构采用底部剪力法计算抗震作用。采用底部剪力法时,各楼层可仅取一个自由度,结构的水平地震作用标准值FEk为:FEk=a1Geq式中:a1—相应于结构基本自振周期的水平地震影响系数;Geq—结构等效总重力荷载,单质点取总重力荷载代表值;多质点取总重力荷载代表值的85%。
在多遇地震作用下,由地震设防烈度为7度,设计的基本地震加速度为0.15g,设计地震分组为第一组;建筑场地类别为2类,由《建筑抗震设计规范》(GB50011-2001)表5.1.4—1和表5.1.4—2可以查得:水平影响系数极大值,αmax=0.08特征周期值,Tg=0.35s因为T1=0.46《1.4Tg=1.4×0.35=0.49s,则不要考虑顶部附加集中作用。所以,横向地震影响系数为:α1=[Tg/T1]0.9max=0.78对于多质点体系,Geq=0.85=0.8575755=64392KN结构底部总横向水平地震作用标准值为:FEK=α1Geq=0.05564392=3542KN结构顶部附加集中水平地震作用为:=0.06443542=228.2KN按《建筑抗震设计规范》(GB50011-2001)式5.2.1-2算得的各层质点上横向水平地震作用标准值见表8。表8各质点横向水平地震作用及楼层地震剪力层次(m)(KN)(KN.m)(KN)(KN)620.9602265517.68448149388.80.319722.5722.5414.38505121621.50.26588.91311.43118505935550.218493.81805.227.7850565488.50.14317.12122.314.4864938055.60.081184.12265ΣGiHi468109.4横向框架各层水平地震作用及地震剪力见图6。
图6横向框架各层水平地震作用及地震剪力(a)水平地震作用分布;(b)层间地震剪力分布⒋验算横向框架梁柱截面尺寸及水平位移该框架在地震区,故应同时验算截面的最大承载力及轴压比。梁的混凝土强度等级为C30,钢筋为HRB335级;柱的混凝土强度等级为C30,钢筋为HRB400级。⑴框架梁框架梁采用同一截面尺寸,故只需对受力较大的楼面梁进行核验。M0===264.94KN.mV0===141.3KN由于本框架的抗震等级为三级,根据混凝土结构设计规范(GB50010-2002)第11.3.1条,则其受压区高度应符合下列要求。三级抗震等级x≤0.35h0即ζζb=0.35,从而知αsmax=ζb(1-ζb)=0.289,因此,Mumax==0.2891.014.3250(650-35)2=390.77KN.m>0.8M0=0.8264.94=211.95KN.mVumax===517.32KN>=141.3KN说明梁截面尺寸250650mm2满足要求。⑵框架柱只需对受力最大的底层中柱柱底截面的抽压比进行验算。N=Nmax=
对于抗震等级为三级的框架柱,由混凝土结构设计规范(GB50010-2002)第11.4.16条可知,框架柱的轴压比限值为0.9。而==0.604<0.9故可满足轴压比的限制要求。⑶横向框架水平位移验算水平地震作用下横向框架结构的层间位移Δui和顶点位移ui计算见表9表9横向水平地震作用下的位移验算层次(KN)(KN/m)(m)(m)(m)5722.59993060.000720.00973.31/458341311.49993060.001310.00903.31/253831805.29993060.00180.00773.31/183322122.39993060.002140.00593.31/1375122656467740.00350.00354.41/1257由表9可见,最大层间弹性位移角发生在第1层,其值为1/1257,远小于《建筑抗震设计规范》(GB50011-2001)第5.5.1条规定的位移极限[θe]=1/550,故满足要求。结构的顶点位移与总高度之比为:µ/h=0.0097/17.6=1/1814<,因此顶点位移满足要求。⒌纵向框架的计算因其计算方法与横向框架的计算方法相同,这里不赘述。2.4风荷载计算⒈横向风荷载作用下框架结构的侧移验算⑴风荷载标准值风荷载标准值按下列公式计算:
式中:—高度z处的风振系数;—风荷载体型系数;—风压高度变化系数;—基本风压(KN/m2);《建筑结构荷载规范》(GB5009-2001)规定,对于高度大于30m,且高宽比大于1.5的结构,应采用风振系数βz来考虑风压脉动的影响,但本住院部高度小于30m且高宽比也小于1.5,所以不考虑风振系数,也就是βz=1.0风压高度变化系数µz,可以根据建筑物的高度和地面粗糙类别(本教学楼按B类计算),由《建筑结构荷载规范》(GB5009-2001)表7.2.1查的。风荷载计算取轴线横向框架,其负荷宽度为6.6m,将风荷载换算成作用于框架每层节点上的集中荷载,计算过程见表10,式中z为框架节点至室外地面的高度,A为一榀框架各层节点的受风荷载面积。表10风荷载标准值计算层次βZµSZ(m)µZW0(KN/m2)A(m2)PW(KN)51.01.316.950.780.3013.534.1241.01.313.650.840.3021.786.2931.01.310.350.740.3021.786.2921.01.37.050.740.3021.786.2911.01.33.750.740.3021.786.29横向框架结构分析时,各层节点上的集中荷载,如图7所示。
图7风荷载作用下的结构计算简图⑵风荷载作用下的水平位移验算风荷载作用下横向框架结构的层间位移ΔuI和顶点位移uI计算见表11。表11风荷载作用下横向框架和位移验算层次(KN)(KN/m)(m)(m)(m)519.30582040.000330.00283.91/11818425.65582040.000440.00253.91/8864331.45582040.000540.00213.91/7222236.93582040.000630.00163.91/6190142.72448320.000950.00105.01/5263注:表中依据表6中的中框架中柱和中框架边柱的D值得到,比如:=2(11580+20406)=63972由表11可见,最大层间弹性位移角发生在第1层,其值为1/5263,远小于《高层建筑钢筋混凝土结构技术规程》(JGJ3-2002)第4.6.3条所规定的极限值[θe]=1/650,而且结构顶点位移与总高度之比u/H=0.0031/28.4=1/9161<1/650,因此结构的水平位移满足要求。⒉纵向风荷载作用下框架的侧移计算纵向风荷载作用下框架的侧移计算方法与横向框架相同,在此不在赘述。2.5框架结构内力计算与组合
⒈水平地震作用下横向框架结构内力计算以图2中轴线计算单元的横向框架内力计算为例,说明计算发法。边框架和纵框架的计算,鉴于毕业设计时间不多,有其计算方法与步骤与横向框架相同,因此不再赘述。框架结构内力计算采用D值法,其中D和∑D取自表6,层间剪力取自表8。具体的柱剪力和弯矩计算过程及结果见表12。表12横向水平地震作用下框架柱剪力和柱弯矩标准值柱层次hViΣDiDD/ΣDiVikKyiM下M上边柱53.3723999306254610.02518.0751.0920.3520.8838.78224310.02215.9060.9030.3518.3634.143.31311999306254610.02532.7751.0920.4043.2664.89224310.02228.8420.9030.4038.0757.133.31805999306254610.02545.1251.0920.456781.9224310.02239.710.9030.4558.9772.0723.32122999306254610.02553.051.0920.4578.7896.28224310.02246.6840.9030.50777714.42265646774172220.02761.1551.4560.50134.5134.5161570.02556.6251.2010.63156.967.2中柱53.3722.5999306337550.03424.5651.760.3830.850.3310140.03122.3981.510.3828.145.843.31311999306337550.03444.5741.760.4363.283.8310140.03140.6411.510.425577733.31805999306337550.03461.371.760.50101.3101.3310140.03155.9551.510.5092.392.323.32122999306337550.03472.1481.760.50119119310140.03165.7821.510.50108.5108.5
14.42265646774166750.025858.4371.3210.62159.497.7158220.024555.4931.1330.64156.387.9梁端弯矩、剪力及柱轴力的计算过程见表13。其中,梁的线刚度取自表4,表13中柱轴力负号表示拉力,当左震作用时,左侧两根柱为拉力,对应的右侧两根柱为压力。表13地震作用下框架梁端弯矩﹑剪力及柱轴力计算水平地震作用下横向框架框架的弯矩图﹑梁端剪力图以及柱轴力图如图8.和图9.所示。边梁KL1边梁KL3过道梁KL2柱轴力LMMVLMMVLMMV边柱中柱57.238.7841.611.168.734.234.17.82.78.711.67.5-11.16-7.87.547.285.7794.825.18.778.475.4617.72.719.826.717.2-36.26-5.524.737.2125.16136.0436.38.7111.4110.125.52.728.4637.924.6-72.56-1-49.327.2163.3182.2488.7149.813632.82.738.15133-120.56-83.8-82.317.2213.3179.254.58.7146.5144.233.42.737.549.932.4-174.76-117.2-114.7
图⒏水平地震作用下的框架弯矩图(KN•m)
图⒐水平地震作用下的框架梁端弯矩及柱轴力(KN)⒉风荷载作用下横向框架内力计算风荷载作用下仍以轴线作为计算单元,计算框架结构的内力。其内力计算过程与水平地震作用下的相同。具体的柱剪力和弯矩计算过程及结果见表14;梁端弯矩、剪力及柱抽力计算过程见表15。柱层次hViΣDiDD/ΣDiVikKyiM下M上边柱53.34.1258204254610.4372.751.0920.353.185.90
224310.3852.420.9030.352.85.243.36.2958204254610.4372.751.0920.403.635.45224310.3852.420.9030.403.24.833.36.2958204254610.4372.751.0920.454.085.224310.3852.420.9030.453.594.423.36.2958204254610.4372.751.0920.454.085224310.3852.420.9030.503.993.9914.46.2944832172220.3842.421.4560.505.325.32161570.3602.261.2010.636.263.68中柱53.34.1258204337550.583.651.760.384.587.47310140.5333.351.510.384.26.8543.36.2958204337550.583.651.760.435.186.87310140.5333.351.510.4254.696.3633.39.2958204337550.583.651.760.506.026.02310140.5333.351.510.505.535.5323.36.2958204337550.583.651.760.506.026.02310140.5333.351.510.505.535.5314.46.2944832166750.3722.341.3210.626.383.9158220.3532.221.1330.646.253.5表15风荷载作用下框架梁端弯矩、剪力及柱抽力计算 边梁KL1过道梁KL2边梁KL3柱轴力LMMVLMMVLMMV边柱中柱57.25.96.181.688.71.291.741.122.75.115.21.19-1.68-1.12-1.1947.28.639.472.518.71.982.681.732.77.887.61.18-4.19-2.85-2.3737.28.369.262.458.71.942.941.812.77.67.61.75-6.64-4.66-4.1227.28.089.962.518.72.082.811.822.78.257.591.82-9.15-6.48-5.9417.29.328.22.438.71.722.291.492.76.747.681.66-11.58-7.97-7.6
风荷载作用下横向框架的弯矩图、梁端剪力图以及柱抽力如图10和图11所示。图10风荷载作用下的框架弯矩图(KN•m)
图11风荷载作用下的框架梁端弯矩及柱轴力(KN)⒊竖向荷载作用下横向框架结构内力计算竖向荷载作用下仍以6轴线作为计算单元,计算框架结构的内力。在计算单元范围内的纵向框架梁的自重、纵向墙体的自重以及纵向女儿墙的自重以集中力的形式作用于各节点上。(注:楼板的荷载,因长短边之比小于2,按双向板传力体系考虑。集中荷载是以楼面作为上层柱底与下层柱顶的分界。同时由于偏心弯矩较小,不考虑偏心弯矩作用。)⑴荷载计算①第5层梁的均布线荷载恒载计算——边梁:屋面均布恒载传给梁4.95×6.6×5/8=20.4KN/m横梁自重(包括抹灰)0.34×0.75×25=6.375KN/m合计26.8KN/m走道梁:屋面均布恒载传给梁4.95×6.6×5/8=20.4KN/m横梁自重(包括抹灰)0.34×0.5×25=3.63KN/m合计24KN/m活载计算——0.5×3.6=1.8KN/m②第6—1层的均布线荷载恒载计算——边梁:
楼面均布恒载传给梁3.50×6.6×5/8=14.44KN/m横梁自重(包括抹灰)6.375KN/m内横墙自重(包括抹灰)1.93×(3.3-0.75)=4.92KN/m合计25.74KN/m走道梁:楼面均布恒载传给梁14.44KN/m横梁自重(包括抹灰)3.63KN/m合计18.07KN/m活荷载计算——边梁:2.0×3.6=7.2KN/m走道梁:2.5×3.6=9.00KN/m③顶层节点集中荷载计算边柱:纵向女儿墙自重0.2×0.75×3.6×25+0.75×3.6×0.5=4.73KN/m④第7—2层节点集中荷载计算边柱:纵梁自重(包括抹灰)25.24KN/m纵向外墙体自重(包括抹灰)35.18KN/m柱自重(包括抹灰)23.6KN/m合计84.02KN/m中柱:纵梁自重(包括抹灰)25.24KN/m纵向内墙体自重(包括抹灰)31.3KN/m柱自重(包括抹灰)23.6KN/m合计80.14N/m⑤第1层节点集中荷载计算:边柱:纵梁自重(包括抹灰)25.24KN/m纵向外墙体自重(包括抹灰)35.18KN/m柱自重(包括抹灰)31.47KN/m合计91.89KN/m中柱:纵梁自重(包括抹灰)25.24KN/m纵向内墙体自重(包括抹灰)31.3KN/m柱自重(包括抹灰)31.47KN/m合计88.01KN/m边梁上的集中荷载:纵向内墙体自重(包括抹灰)31.3KN/m则第轴线横向框架的恒荷载及活荷载分布如图12所示。
图12横向框架竖向荷载分布作用示意图(a)恒荷载示意图(b)活荷载示意图⑵横向框架内力计算竖向荷载作用下框架的内力采用弯矩的二次分配法计算。由于该框架结构和荷载均对称,故计算时可用半框架。梁端和柱端弯距计算之后,梁端剪力可根据梁上竖向荷载引起的剪力和梁端弯距引起的剪力相叠加而得到;柱轴力看由梁端剪力和节点集中荷载叠加得到。①固端弯距计算将框架梁视为两端固定梁计算固端弯矩,其计算结果见表16。表16框架梁固端弯矩计算边跨KL1中间跨KL2边跨KL3均布荷载(KN/m)L(m)M=ql2/12(KN.m)均布荷载(KN/m)L(m)M=ql2/12(KN.m)均布荷载(KN/m)L(m)M=ql2/12(KN.m)39.057.2168.735.652.721.739.058.7246.334.47.2148.626.12.715.934.48.7217
3.37.214.33.32.723.38.720.813.27.25713.22.7813.28.783.3②分配系数计算由于取半框架计算内力,切断的横梁线刚度为原来的两倍,分配系数按与节点连接的各杆的转动刚度比值计算。半框架的梁柱线刚度如图13所示。图13半框架梁柱线刚度示意图(KN/m)比如中柱顶层节点的分配系数为:其它节点的分配系数见图14和15。③传递系数
远端固定,传递系数为1/2,远端滑动铰支,传递系数为-1。④弯矩分配计算恒荷载作用下,框架的弯矩分配计算见图14,框架的弯矩图见图16;活荷载作用下,框架的弯矩分配计算见图15,框架的弯矩图见图17。在竖向荷载作用下,考虑框架的梁端的塑性内力重分布,取弯距调幅系数为0.8。调幅后,恒荷载及活荷载弯距图见图16和图17中括号内的数值。图15活荷载弯矩分配图(KN•m)下柱上柱梁梁下柱下柱梁梁下柱上柱梁梁下柱上柱0.480.520.470.430.10.110.470.420.4750.525-14.314.3-22-20.820.86.867.443.72-7.52-6.89-1.6-0.89.218.234.12
2.156-5.92-11.84-13.080.330.652.782.49-0.076-0.15-0.14-0.030.0360.046.9-6.910.35-7.03-3.32.0112.46-1613.0813.08下柱上柱梁梁下柱下柱梁梁下柱上柱梁梁下柱上柱0.3240.3240.350.3290.30.30.070.0750.320.320.2850.3110.3440.344-5757-88-83.383.318.4718.4719.959.98-19.4-17.7-17.7-4.13-2.065.824.7624.7622.0411.02-14.67-29.33-32.45-32.450.551.14.694.694.18-0.09-0.18-0.165-0.165-0.0380.030.030.3118.4918.49-37.10947.39-17.85-17.85-11.6212.8429.4529.45-71.738565-32.45-32.45下柱上柱梁梁下柱下柱梁梁下柱上柱梁梁下柱上柱0.290.290.4180.390.2650.2650.0740.0870.2850.2850.340.3760.3120.312-5757-88-83.383.316.5316.5323.8311.91-23.76-16.14-16.14-4.5-2.256.5522.122.126.3713.18-18.1-36.27-30.10-30.100.791.585.175.176.16
-0.15-0.3-0.2-0.2-0.060.170.170.0416.716.7-33.2244.13-16.34-16.34-11.9313.8827.2727.27-68.8760.21-30.10-30.10
16恒荷载作用下框架弯矩图(KN•m)
16活荷载作用下框架弯矩图(KN•m)图17活荷载作用下框架弯矩图(KN•m)⑤梁端剪力及柱抽力计算梁端剪力:
式中:—梁上均布荷载引起的剪力,=ql/2;—梁端弯矩引起的剪力,=(-)/2。柱抽力:N=V+P式中:V—梁端剪力;P—节点集中力及柱重。以边跨顶上两层在恒载作用下,梁端剪力及柱轴力为例说明其计算过程。由图12查得梁上均布荷载和节点集中力为:7层:q=22.53KN/mp=4.73KN6层:q=23.58KN/mp=50.44KN由图16查得梁端弯距为:7层:=76.3KNV•m(61.0KNV•m)=94.5KNV•m(75.6KNV•m)6层:=104.2KNV•m(83.4KNV•m)=107.6KNV•m(86.1KNV•m)注:括号内为调幅后的弯距值。因此,7层:==调幅前:=+=84.49-2.43=82.06KN=-=84.49+2.43=86.92KN调幅后:==+=84.49-1.95=82.54KN=-=84.49+1.95=86.44KN6层:==调幅前:=+=88.43-0.45=87.98KN=-=88.43+0.45=88.88KN
调幅后:==+=88.43-0.36=88.07KN=-=88.43+0.36=88.79KN边柱柱顶及柱底轴力为:7层:=V+P=82.54+4.73=87.27KN=87.27+27.46=114.73KN6层:=88.07+114.73+50.44-27.46=225.78KN=225.78+27.46=253.24KN其它的梁端剪力及柱轴力计算见表17表17恒荷载作用下梁端剪力跨度V=ql/2V弯矩引起的剪力V弯调V左=V+V弯V右=V-V弯V左调=V+V弯调V右调=VV弯调N顶N底A7.226.896.48-1.17-0.9495.3197.6595.5497.42108.87132.477.225.7492.661.531.2394.291.1393.8991.44287.2310.87.225.7492.661.531.2394.291.1393.8991.44465.52489.127.225.7492.660.60.4893.2792.0693.1592.18643.09666.697.225.7492.66-0.09-0.0792.5892.7592.5992.73820.11851.58F8.726.8116.581.411.12117.99115.17117.7115.46128.79152.398.734.4149.64-1.02-0.82148.62150.66148.82150.46340.07363.678.734.4149.64-1.02-0.82148.62150.66148.82150.46551.36574.968.734.4149.64-3.6-2.88146.04153.24146.76152.52764.71788.318.734.4149.64-1.39-1.11148.25151.03148.53150.75976.291007.76C2.723.37531.56-3.71-2.9727.8535.2628.5934.52131.94155.542.717.423.49-1.79-1.4321.725.2822.0624.92329.42353.022.717.423.49-1.79-1.4321.725.2822.0624.92526.9550.52.717.423.49-1.15-0.9222.3424.6422.5724.41724.61748.212.717.423.49-3.18-2.5420.3126.6720.9526.03835.57866.97D2.723.37531.56-3.71-2.9727.8535.2628.5934.52149.98173.582.717.423.49-1.79-1.4321.725.2822.0624.92406.48430.082.717.423.49-1.79-1.4321.725.2822.0624.92662.98686.582.717.423.49-1.15-0.9222.3424.6422.5724.41921.03944.632.717.423.49-3.18-2.5420.3126.6720.9526.031178.931202.53
活荷载作用下梁端剪力及柱轴力计算见表18活荷载引起的弯矩V=ql/2V弯矩引起的剪力Vm(M1-M2)/LV弯调Vm调=Vm*0.8V左=V+V弯V右=V-V弯V左调=V+V弯调V右调=VV弯调N顶M1M2A6.910.3511.88-0.48-0.386.427.386.427.286.4237.1147.447.52-1.43-1.1435.6838.5435.6838.2542.137.1147.447.52-1.43-1.1435.6838.5435.6838.2577.7837.1147.447.52-1.43-1.1435.6838.5435.6838.25113.4633.2244.1347.52-1.52-1.2131.734.7431.734.43145.16C3.32.014.460.480.383.782.823.782.9211.0611.6212.8317.82-0.45-0.3611.1712.0711.1711.9829.5111.6212.8317.82-0.45-0.3611.1712.0711.1711.9878.9311.6212.8317.82-0.45-0.3611.1712.0711.1711.98128.3511.9313.8817.82-0.72-0.5811.2112.6511.2112.51177.81D3.32.014.460.480.383.782.823.782.9219.2611.6212.8317.82-0.45-0.3611.1712.0711.1711.98103.7511.6212.8317.82-0.45-0.3611.1712.0711.1711.98188.2411.6212.8317.82-0.45-0.3611.1712.0711.1711.98272.7311.9313.8817.82-0.72-0.5811.2112.6511.2112.51355.11表17F1613.0814.360.340.2716.3415.6616.3415.7315.7371.746557.420.770.6272.5170.9772.5171.1286.8571.746557.420.770.6272.5170.9772.5171.12157.9771.746557.420.770.6272.5170.9772.5171.12229.0968.8760.2157.4210.869.8767.8769.8768.07297.16表18活荷载作用下梁端剪力及柱轴力(KN)⒋横向框架内力组合⑴结构抗震等级由《抗震规范》表6.1.2确定,本工程框架结构的抗震等级为三级。⑵框架梁内力组合本设计根据《荷载规范》GB50009-2001第3.2.4条,对于框架结构的基本组合和《抗震规范》第5.4.1条的结构构件地震作用效应和其它荷载效应的基本组合,可考虑以下三种内力组合,即
①;②;③。其中,—恒荷载标准值的效应;—活荷载标准值的效应;—风荷载标准值的效应;—重力荷载代表值的效应;—水平地震作用标准值的效应;此外,对于本设计,由于1.2+1.4这种内力组合与考虑地震作用的组合相比一般都较小,对结构设计不起控制作用,故不予考虑下面以第一层边跨梁为例,说明各内力的组合方法。①在恒荷载和活荷载竖向荷载组合时,跨间可近似取跨中的弯矩代替,即:式中M左、M右—梁左、右端弯矩,见图16,图17括号内的数值。若跨中弯矩小于ql2/16,则应取M=ql2/16。具体计算见表19。表19的计算表191.21.4(KN/m)(KN·m)LMGA(KN·m)MGC(KN·m)MQA(KN·m)MQC(KN·m7.281.5089.597.7311.5936.78143.13119.17kl17.2117.83107.2341.5653.0949.37160.05159.957.2117.83107.2341.5653.0949.37160.05159.957.2114.68110.5241.5653.0949.37159.98159.95
7.2100.40101.0037.2149.4349.37175.89159.950.000.000.000.000.000.000.002.719.7629.373.702.2532.672.2414.89kl22.716.1520.7813.0114.3739.363.7117.932.716.1520.7813.0114.3739.363.7117.932.716.6119.5813.0114.3739.364.0817.932.717.5925.8213.3615.5539.36-0.2917.930.000.000.000.000.000.000.008.7135.98124.2417.9214.6536.78201.59173.99kl38.7162.55171.0780.3572.8059.76322.02282.708.7162.55171.0780.3572.8059.76322.02282.708.7137.45167.5280.3572.8059.76336.34282.708.7137.88149.4777.1367.4459.76349.45282.70②对于竖向荷载与地震作用组合时,跨间最大弯矩MGE采用数解法计算,如图18所示。
图18框架梁内力组合图图中,、—重力荷载作用下梁端的弯距;、—水平地震作用下梁端的弯距;、—竖向荷载与地震作用下的梁端反力。对作用点取矩知:处截面弯矩为:由,知跨间的位置为:将代入任一截面处的弯距表达式,就可得跨间最大弯矩:当右震时,公式中、反号,及的具体数值见表20,表中表中、及均有两组数值。表20及值计算表20LMGAMGCMEAMECqVvX1MGE57.284.8294.5640.3343.2636.28117.66140.883.243.88146.28139.4847.2135.64129.9889.2098.5940.87121.83173.992.984.26135.14150.19KL137.2135.64129.98130.17141.4840.87110.18185.642.704.54143.05160.0227.2132.49133.28169.83189.4940.8797.11196.922.384.82152.71171.5817.2116.34122.18221.83186.3740.8789.62203.012.194.97203.75162.440.0052.721.3430.339.0512.0631.9031.9247.551.001.493.67-2.30421.7226.9420.5927.7720.9256.746.118.07
2.730.190.691.88KL232.721.7226.9429.6039.4230.1913.2764.390.442.1310.7915.3922.722.1925.7439.6253.0430.195.1273.760.172.4417.8727.7312.723.3132.4939.0051.3830.193.8970.830.132.3515.9419.140.0058.7143.66130.5235.5735.4636.28151.18167.514.174.62206.86219.9048.7196.98202.2781.5478.4851.95206.99243.783.984.69296.91288.56KL338.7196.98202.27115.86114.5051.95198.91251.863.834.85299.64293.0028.7171.89198.72155.79141.4451.95188.74257.073.634.95326.76285.5718.7170.93178.37152.36149.9751.95190.39259.893.665.00330.28320.44注:当>l或<0时,表示最大弯矩发生在支座处。应取=或=0,用计算。③对于竖向荷载与风荷载组合时,同样可以采用数解法求出跨间最大弯矩,具体的及的数值见表21,表中、及均有两组数值。表21及值计算层次1.26MECKN.mq(KN/m)L(m)Vv(KN)X1(m)MGE表21MGAKN.mMGCKN.mMEAKN.m588.46100.027.437.7936.327.20127.03131.253.503.61141.12144.94kl14155.24155.0110.8711.9347.527.20167.94174.273.533.67152.38176.47310.5347.52168.023.54
155.24155.0111.677.20174.193.67152.34175.902152.09158.3010.1812.5547.527.20167.05173.373.523.65151.72170.491133.88145.4811.7410.3347.527.20166.39172.533.503.63169.18178.040.00523.0831.391.632.1932.212.7038.9941.821.211.302.14-2.05kl2427.8633.722.493.3837.512.7046.3050.651.231.353.203.85327.8633.722.443.7037.512.7046.1950.751.231.353.034.32228.3232.522.623.5437.512.7046.8151.371.251.373.506.20129.6139.822.172.8937.512.7044.9948.731.201.30-0.46-5.270.005152.11137.436.446.5536.328.70158.18161.164.364.44198.79226.71kl34234.86236.599.939.5857.918.70249.48253.964.314.39312.42329.833234.86236.599.589.5857.918.70249.52253.924.314.38312.24329.652209.77233.0410.409.5657.918.70246.95251.544.264.34327.15322.791207.30210.168.499.6857.918.70249.50253.684.314.38338.65355.11根据上述①—③项得到梁内力组合见表22(其中剪力取调幅前后的较大值)。层次截面位置SGKSQKSWKSEK1.2SGK+1.4SQK1.2+1.26(+)1.2(+0.5)+1.3→←→←5kl1M-67.92-5.524.7231.02-89.23-82.51-94.41-44.49-125.14V95.546.421.6811.16123.64124.85120.62133.01103.99M-74.66-8.284.9433.28-101.18-93.80-106.25-51.30-137.82V97.427.281.6811.16127.10128.19123.96135.78106.76kl2M-16.46-2.641.036.96-23.45-21.78-24.38-12.29-30.38V28.593.781.127.839.6040.4837.6646.7226.44
M-24.47-1.611.399.28-31.62-29.64-33.14-18.27-42.39V34.522.921.127.845.5146.5143.6953.3233.04kl3M-113.32-12.84.0927.36-153.90-146.96-157.27-108.10-179.23V117.716.341.197.5164.12163.33160.33160.79141.29M-103.54-10.464.1627.28-138.89-132.19-142.67-95.06-165.99V115.4615.731.197.5160.57159.87156.87157.74138.24MAC141.13144.94129.37146.28139.48MCD2.24/14.89-2.05-6.443.67-2.3MDF201.59226.71213.61206.86219.94kl1M-98.19-29.696.968.62-159.39-146.54-163.93-46.44-224.85V93.8935.682.5125.1162.62160.79154.46166.71101.45M-89.36-37.927.5875.84-160.32-145.46-164.56-31.39-228.58V97.427.281.6811.16127.10128.19123.96135.78106.76kl2M-13.46-9.31.5815.84-29.17-25.88-29.86-1.14-42.32V22.0611.171.7317.742.1142.7338.3756.1810.16M-17.32-10.262.1421.36-35.15-31.02-36.410.83-54.71V24.9211.981.7317.746.6847.1842.8260.1014.08kl3M-135.46-57.396.362.72-242.90-226.93-242.80-115.45-278.52V148.8272.511.1817.2280.10271.43268.46244.45199.73M-142.56-526.0860.37-243.87-228.93-244.25-123.79-280.75V150.4671.121.1817.2280.12271.65268.68245.58200.86MAC160.05152.38176.47135.14150.19MCD3.71/17.933.203.856.118.07MDF201.59312.42329.83296.91288.563kl1M-98.19-29.696.69100.13-159.39-146.81-163.67-5.47-265.81V93.8935.682.4536.3162.62160.71154.54181.2786.89M-89.36-37.927.41108.83-160.32-145.67-164.3511.50-271.46V91.4438.252.4536.3163.28161.01154.84179.8785.49kl2M-13.46-9.31.5522.77-29.17-25.92-29.827.87-51.33V22.0611.171.8125.542.1142.8338.2766.320.02M-17.32-10.262.3530.32-35.15-30.75-36.6712.48-66.36V24.9211.981.8125.546.6847.2842.7270.243.94kl3M-135.46-57.396.0889.12-242.90-227.20-242.52-81.13-312.84V148.8272.511.7524.6280.10272.15267.74254.07190.11M-142.56-526.0888.08-243.87-228.93-244.25-87.77-316.78V150.4671.121.7524.6280.12272.37267.96255.20191.24MAC160.05152.34175.9143.05160.02MCD3.71/17.933.03-3.0910.7915.39MDF322.02312.24310.50299.642932kl1M-95.57-29.696.46130.64-156.25-143.95-160.2337.33-302.33V93.1535.682.5148161.73159.90153.57195.5970.79M-92.1-37.927.97145.76-163.61-148.26-168.3456.22-322.76V92.1838.252.5148164.17161.97155.65195.9771.17kl2M-13.84-9.31.6630.48-29.63-26.23-30.4217.44-61.81
V22.5711.171.8232.842.7243.4538.8776.43-8.85M-16.32-10.262.2540.8-33.95-29.68-35.3527.30-78.78V24.4111.981.8232.846.0646.6842.0979.12-6.16kl3M-114.54-57.396.6119.84-217.79-201.44-218.08-16.09-327.67V146.7672.511.8233277.63269.77265.18262.52176.72M-139.6-526.07108.8-240.32-225.39-240.69-57.28-340.16V152.5271.121.8233282.59274.93270.34268.60182.80MAC159.98151.72170.49152.71171.58MCD4.08/17.933.506.217.8727.73MDF336.34327.15322.79326.76285.571kl1M-83.66-26.587.46170.64-137.60-124.48-143.28105.49-338.17V92.5931.72.4354.5155.49154.11147.99200.9859.28M-84.17-35.36.56143.36-150.42-137.22-153.7564.18-308.55V92.7334.432.4354.5159.48157.72151.60202.7861.08kl2M-14.66-9.541.3830-30.95-27.87-31.3515.68-62.32V92.5931.72.4354.5155.49154.11147.99200.9859.28M-21.52-11.11.8339.52-41.36-37.50-42.1218.89-83.86V92.7334.432.4354.5159.48157.72151.60202.7861.08kl3M-114.9-55.15.39117.2-215.02-200.51-214.10-18.58-323.30V148.5369.871.6632.4276.05268.36264.18262.28178.04M-124.56-48.176.14115.36-216.91-202.43-217.90-28.41-328.34V150.7568.071.6632.4276.20268.76264.58263.86179.62MAC175.89169.18178.04203.75162.44MCD-0.02-0.46-5.2715.9419.14MDF349.45338.65355.1330.28320.44表22横向框架梁内力组合表注:①表中弯距单位为KN·m,剪力单位为KN。②表中跨中组合弯距中,填“”处均为最大弯距发生在支座处,其值与支座正弯距组合值相同。(3)框架柱内力组合框架柱取每层柱顶和柱底两个控制截面。组合时,根据《荷载规范》第4.1.2条的规定,考虑满荷载按楼层的折减系数,具体的系数见《荷载规范》表4.1.2。考虑折减系数之后,框架柱内力组合结果见表23、表24、表25和表26。表23横向框架边柱弯矩和轴力组合表注:表中以左侧受拉为正,单位为KN·m;以受压为正单位为KN.
表24横向框架边柱A弯矩和轴力组合表层次截面位置内力+1.2+1.26(+)1.2(+)+1.3→←→←5柱顶M84.906.905.9038.78111.54103.14118.0159.75160.57N108.076.42-1.68-11.16138.67139.89135.66151.90122.88柱底M-65.30-46.403.1820.88-143.32-140.83-132.82-161.18-106.90N132.476.42-1.68-11.16167.95169.17164.94181.18152.164柱顶M58.7046.405.4564.89135.40122.04135.7741.76210.48N287.2042.10-4.19-36.26403.58402.97392.41442.30348.02柱底M-65.30-46.403.6343.26-143.32-141.40-132.25-190.28-77.80N310.8042.10-4.19-36.26431.90431.29420.73470.62376.343柱顶M58.7046.405.0081.90135.40122.60135.2019.65232.59N465.5277.78-6.64-72.56667.52664.99648.26746.29557.63柱底M-60.80-46.404.0867.00-137.92-136.56-126.28-215.74-41.54N489.1277.78-6.64-72.56695.84693.31676.58774.61585.952柱顶M58.4046.405.0096.30135.04122.24134.840.57250.95N643.09113.46-9.15-120.56930.55926.20903.141064.59751.13柱底M-63.80-16.704.0878.80-99.94-102.74-92.46-199.045.84N666.69113.46-9.15-120.56958.87954.52931.461092.91779.451柱顶M40.8016.705.32134.5072.3463.3076.71-105.85243.85N820.11145.16-11.58-174.761187.361181.621152.441385.51931.14柱底M-20.10-8.355.32134.50-35.81-41.34-27.94-208.99140.71N851.58145.16-11.58-174.761225.121219.391190.211423.28968.90
注:表中以左侧受拉为正,单位为KN·m;以受压为正单位为KN.横向框架中柱C弯矩和轴力组合表层次截面位置内力+1.2+1.26(+)1.2(+)+1.3→←→←5柱顶M72.707.057.4750.3097.1186.71105.5430.31161.09N131.9411.06-1.197.50173.81173.76170.76161.85181.35柱底M-53.30-4.484.5830.80-70.23-75.38-63.83-109.38-29.30N155.5411.06-1.197.50202.13202.08199.08190.17209.674柱顶M53.304.486.8783.8070.2360.9578.26-39.60178.28N329.4229.51-2.3724.70436.62435.47429.50398.61462.83柱底M-53.30-4.485.1863.20-70.23-76.13-63.08-151.5012.82N353.0229.51-2.3724.70464.94463.79457.82426.93491.153柱顶M53.304.486.02101.3070.2362.0277.19-62.35201.03N526.9078.93-4.12-49.30742.78736.92726.54791.09662.91柱底M-49.83-4.486.02101.30-66.07-73.03-57.86-196.8666.52N550.5078.93-4.12-49.30771.10765.24754.86819.41691.232柱顶M47.834.486.02119.0063.6755.4670.63-91.93217.47N724.60128.35-5.94-82.301049.211038.731023.761130.53916.55柱底M-51.40-16.346.02119.00-84.56-89.85-74.68-235.9973.41N748.21128.35-5.94-82.301077.541067.061052.091158.86944.881柱顶M34.7016.343.9097.7064.5257.3167.14-65.76188.26N855.57177.81-7.60-114.701275.621260.301241.151389.171090.95柱底M-17.40-8.176.38139.40-32.32-39.21-23.14-211.90150.54N866.97177.81-7.60-114.701289.301273.981254.831402.851104.63横向框架边中柱D弯矩和轴力组合表层次截面位置内力+1.2+1.26(+)1.2(+)+1.3→←→←5柱顶M110.7012.466.8545.80150.28139.91157.1788.25207.33N149.9819.26-1.197.50206.94205.74202.74193.34212.84柱底M-79.52-7.354.2028.10-105.71-109.98-99.39-140.77-67.71N173.5819.26-1.197.50235.26234.06231.06221.66241.164柱顶M68.107.356.3677.0092.0182.9798.99-9.56190.64N406.84103.75-2.3724.70633.46621.92615.95580.60644.82
柱底M-79.52-7.354.6957.00-105.71-110.59-98.78-178.34-30.14N430.08103.75-2.3724.70661.35649.81643.83608.49672.713柱顶M68.107.355.5392.3092.0184.0197.95-29.45210.53N662.98188.24-4.12-49.301059.111037.951027.571085.55957.37柱底M-62.77-7.355.5392.30-85.61-91.55-77.62-204.1335.85N686.58188.24-4.12-49.301087.431066.271055.891113.87985.692柱顶M62.777.355.53108.5085.6177.6291.55-56.91225.19N921.03272.73-5.94-82.301487.061456.361441.391539.501325.52柱底M-75.95-27.705.53108.50-129.92-133.01-119.07-265.4316.67N944.63272.73-5.94-82.301515.381484.681469.711567.821353.841柱顶M50.2627.703.5087.9099.0990.8099.62-20.72207.82N1178.93355.11-7.60-114.701911.871871.731852.581989.961691.74柱底M-25.13-13.606.25156.30-49.20-55.17-39.42-249.67156.71N1202.53449.51-7.60-114.702072.352018.991999.842131.561833.34横向框架边柱F弯矩和轴力组合表层次截面位置内力+1.2+1.26(+)1.2(+)+1.3→←→←5柱顶M129.4713.085.2034.10173.68165.29178.40126.73215.39N128.7915.73-1.12-7.80176.57175.78172.96183.56163.28柱底M-95.88-8.102.8018.36-126.40-128.79-121.73-148.64-100.91N152.3915.73-1.12-7.80204.89204.10201.28211.88191.604柱顶M82.188.104.8057.10109.96102.77114.8734.11182.57N340.0786.85-2.85-5.50529.67521.11513.92519.45505.15柱底M-95.88-8.103.2038.00-126.40-129.29-121.23-174.18-75.38N363.6786.85-2.85-5.50557.99549.43542.24547.77533.473柱顶M82.188.104.4072.10109.96103.28114.3714.61202.07N551.36157.97-4.66-1.00882.79866.55854.80852.50849.90柱底M-91.26-8.103.5959.00-120.85-124.24-115.19-195.93-42.53N574.96157.97-4.66-1.00911.11894.87883.12880.82878.222柱顶M83.038.103.9977.00110.98104.81114.879.26209.46N764.71229.09-6.48-83.801238.381214.471198.141301.501083.62柱底M-97.48-30.103.9977.00-159.12-159.93-149.87-253.20-53.00N788.31229.09-6.48-83.801266.701242.791226.461329.821111.941柱顶M58.3030.103.6867.20112.10103.25112.5218.72193.44N976.29297.16-7.97-117.201587.571556.011535.931680.501375.78柱底M-29.15-15.056.26156.90-56.05-61.83-46.06-257.01150.93N1007.76297.16-7.97-117.201625.341593.781573.691718.261413.54
表25横向框架柱剪力组合表.柱A层次1.2+1.26(+)1.2(+)+1.3→←→←5-45.52-16.152.7518.08-77.23-71.50-78.43-50.50-97.504-37.58-28.122.7532.78-84.46-77.06-83.99-36.23-121.443-36.21-28.122.7545.13-82.82-75.42-82.35-18.54-135.862-37.03-19.122.7553.05-71.21-65.06-71.991.58-136.351-13.84-5.692.4261.16-24.58-20.73-26.8356.06-102.94柱C层次1.2+1.26(+)1.2(+)+1.3→←→←5-38.18-3.493.6524.57-50.71-45.62-54.82-18.08-81.954-32.30-2.723.6544.57-42.56-37.59-46.7815.92-99.973-31.25-2.723.6561.37-41.30-36.32-45.5239.02-120.542-30.07-6.313.6572.15-44.92-39.43-48.6350.14-137.451-11.84-5.572.3458.44-22.01-18.28-24.1855.07-96.86柱D层次1.2+1.26(+)1.2(+)+1.3→←→←5-57.64-6.003.3522.40-77.58-72.51-80.96-47.26-105.494-44.73-4.453.3540.64-59.92-55.07-63.51-6.19-111.863-39.66-4.453.3555.96-53.83-48.98-57.4219.81-125.682-42.04-10.623.3565.78-65.31-59.61-68.0522.33-148.711-17.13-9.392.2255.49-33.70-29.59-35.1840.32-103.97柱F层次1.2+1.26(+)1.2(+)+1.3→←→←5-68.29-6.422.4215.91-90.93-86.98-93.08-68.97-110.334-53.96-4.912.4228.84-71.62-67.89-73.98-33.15-108.13
3-52.56-4.912.4239.71-69.94-66.21-72.30-17.34-120.582-54.70-11.582.4246.68-81.85-77.18-83.27-18.84-140.221-19.88-10.262.2656.63-38.22-33.93-39.6337.45-109.78注:①剪力以绕柱端顺时针为正,单位KN;②表中分别由图16和图17的柱上下端弯距之和除以柱高度得到.2.6框架梁抗震设计考虑地震作用时,横向框架梁的截面设计采用下面的表达式:式中-框架梁内力组合设计值,包括组合的弯距和剪力的设计值;-框架梁承载力设计值;-承载力抗震调整系数,由《抗震规范》GB50011-2001表5.4.2查得。因此,框架梁截面设计时,组合表中与地震作用组合的内力均应乘以后再与静力组合和风荷载组合的内力进行比较,挑出最不利内力,进行框架梁截面配筋。下面仅以第一层边跨VT为例,说明其计算方法和计算过程。⒈框架梁正截面受弯承载力第一层梁控制截面的内力设计值如图19所示。图19第一次层梁控制截面及内力示意图由表22中,重力荷载代表值效应与地震作用标准值效应的组合乘以框架梁承载力调整系数=0.75之后,与竖向荷载标准值效应的组合值以及竖向荷载和风荷载标准值效应的组合值进行比较,其结果,与地震作用效应组合的设计值为最不利内力组合,因此,图19控制截面内力设计值为如下:MⅠ=-338.17KN.m(左震);VⅠ=200.98KN0KN.m(右震);MⅡ=203.75KN.m
MⅢ=--237.577KN.m(左震);VⅢ=202.78KN27.88KN.m(右震);MⅣ=KN.m(左震);VⅣ=72.3KN35.6KN.m(右震);MⅤ=15.19KN.m(左震或右震,发生在支座处)根据上述支座中心处的弯矩换算成支座边缘控制截面的弯矩设计值,并进行配筋计算。支座弯矩:=338.17-200.98×0.7/2=267.83KN.m=308.55-202.78×0.7/2=237.58KN.m=62.32-76.3×0.7/2=35.62KN.m当梁下部受拉时,按T形截面计算,当梁上部受拉时,按矩形截面计算Bf=l/3=6.6/3=2.2m梁采用混凝土强度等级C30(fc=14.3N/mm2,ft=1.43N/mm2),α1=1.0;纵向钢筋选用HRB335级钢筋(fy=fyˊ=300N/mm2),=0.550。按单筋矩形截面配筋。首先计算跨中控制截面Ⅱ,==0.185=0.206<=0.550=0.5=0.897==1211实配4Ф20(AS=1256mm2),虽大于1211,但不超过5%;且=0.81%>=0.215%;且同时ρ>0.2%,满足要求。将跨中截面的正弯矩钢筋4Ф20伸入支座,作为支座负弯矩作用下的受压钢筋(=1256mm2),然后再计算相应的受拉钢筋AS。支座V右:==〈0
则〈0说明富余,且达不到屈服,取2=235=70mm,可近似取:==1028mm2实配钢筋4Ф18(AS=1017mm2)。虽然小于1028mm2,但不超过5%,满足要求。支座T右:==887mm2实配钢筋4Ф18(AS=1017mm2),=0.66%>==0.262%,同时>0.25%,且=1256/1017=1.24>0.3,满足要求。其它各层梁的纵向钢筋计算结果见表27。M1V1rRremAS跨中MASkl1-44.49-125.14-2.0678.59415.80144.940.0078140.00784539.3335地133.010.000.000.00-51.30-137.803.7890.28477.66135.780.000.000.00kl2-12.29-30.38-4.0614.03203.303.670.0001980.000213.7585146.720.000.000.00-29.64-42.3610.9823.70125.3953.320.000.000.00kl3-108.10-179.2350.93122.06645.84222.710.0120060.013894.3029163.330.000.000.00-95.06-165.9939.11110.04582.20159.870.000.000.00kl1-46.44-224.85-11.91166.50880.96176.470.0095130.0097667.2876166.710.000.000.00-31.39-228.58-13.48183.71972.03128.190.000.000.00kl2-1.14-42.32-18.5222.66328.368.070.0004350.0004631.6445756.180.000.000.000.83-54.71-21.8733.68488.0460.100.000.000.00kl3-115.45-278.5217.42180.49954.95329.830.0177810.01791231.386280.100.000.000.00-123.79-280.7525.75182.71966.71280.120.000.000.00
kl1-5.47-265.81-57.97202.371070.72175.90.0094830.0095653.5291181.270.000.000.0011.50-271.46-74.45208.511103.20179.870.000.000.00kl27.87-51.33-31.0828.12407.5115.390.000830.0008558.4736566.320.000.000.0012.48-66.36-37.1541.69604.2370.480.000.000.00kl3-81.13-312.84-14.12217.591151.26329.650.0177710.01791231.386272.150.000.000.00-87.77-316.78-7.56221.451171.70272.37kl137.33-302.33-105.79233.871237.43170.490.0091910.0093639.7706195.590.000.000.0056.22-322.76-124.81254.171344.82195.970.000.000.00kl217.44-61.81-44.1935.06508.1127.730.0014950.00152104.564776.430.000.000.0027.30-78.78-54.9951.09740.4179.120.000.000.00kl3-16.09-327.67-81.08230.501219.57326.760.0176150.01781224.507277.630.000.000.00-57.28-340.16-38.62244.261292.38274.00kl1105.49-338.17-175.83267.831417.07203.750.0109840.117567.179200.980.000.000.0064.18-308.55-135.15237.581257.02202.780.000.000.00kl215.68-62.32-42.3935.62516.1615.190.0008190.0008357.097876.300.000.000.0018.89-83.86-46.6356.12813.3779.250.000.000.00kl3-18.58-323.30-73.88230.841221.36355.110.0191440.019181319.441264.180.000.000.00-28.21-328.34-68.46231.671225.77276.20表27框架梁纵向钢筋计算表层次截面(KN·m)(mm2)(mm2)实配钢筋AS(mm2)ASˊ/ASρ(%)
1支座-178.86<012561028220+222(1388)0.900.90-154.37<01256887220+222(1388)0.900.90VT跨间200.390.2061211420(1256)0.81支座T右-171.05<010171326220+222(1388)0.731.19TS跨间131.270.1871039322(1140)0.872支座-209.67<011401205420(1256)0.910.81-183.14<011401052420(1256)0.910.81VT跨间185.040.1481083322(1140)0.74支座T右-150.32<09411165420(1256)0.751.08TS跨间116.840.165913320(941)0.813支座-200.84<010171154322(1140)0.880.74-175.43<010171008322(1140)0.880.74VT跨间177.970.1421038418(1017)0.66支座T右-139.86<09411084322(1140)0.830.98TS跨间106.020.148821320(1140)0.814支座-179.31<010171031418(1017)10.66-160.56<01017923418(1017)10.66VT跨间166.460.132966418(1017)0.66支座T右-118.75<0763921418(1017)0.750.87TS跨间84.910.117646318(763)0.665支座-160.00<0941920320(941)10.61-109.73<0941630320(941)10.61VT跨间156.730.124905320(941)0.61支座T右-97.75<0509758320(941)0.540.81TS跨间63.910.086479218(509)0.446支座-138.89<0941798416(804)1.170.52-106.34<0941611416(804)1.170.52VT跨间145.730.115838320(941)0.61支座T右-71.26<0402552416(804)0.500.69TS跨间37.600.050276216(402)0.357支座-84.89<0763488218(509)1.500.33-76.20<0763438218(509)1.500.33VT跨间121.460.009661318(763)0.50支座T右-50.60<0402392218(509)0.800.33TS跨间10.170.00473216(402)0.35注:①当与地震作用效应组合的设计值不起控制作用时,则不乘。②第7层为现浇(其它预制),则计算第7层时,当梁下部受拉时,按T形截面设计,当梁上部受拉时,按矩形截面设计。按T形截面设计时,受压翼缘的计算宽度bf′根据《混凝土规范》GB50010-2002表7.2.3计算,即VT梁:
bf′=l/3=7.5/3=2.5m=2500mm;bf′=b+Sn=250+3350=3600mm;因为h0=h-as=650-35=615mm,hf/h0=120/615=0.195>0.1,故此种情况不起控制作用,因此,取bf′=2500mm。TS梁:bf′=l/3=2400/3=800mm⒉框架梁斜截面承载力计算为了防止梁在弯曲屈服前先发生剪切破坏,截面设计时,应按《抗震规范》第6.2.4-1,对剪力设计值进行调整。式中—梁端剪力增大系数,对三级框架取1.1,—梁的净跨,=6.6m,—梁在重力荷载代表值作用下,按简支梁分析的梁端截面剪力设计值,、—分别为梁左、右端顺时针或反时针方向组合的弯距设计值,由表22查得。对于边跨(VT)(第一层)顺时针方向:=25.94KN.m=-175.82KN.m反时针方向::=-238.48KN.m=-21.44KN.m计算+时,取顺时针方向和反时针方向中较大值。+=175.82+25.94=201.76KN.m<238.48-21.44=217.04KN.m=1.2×(23.58+0.5×7.20)×6.9/2=112.53KN==1.1×217.04/6.9+112.53=147.13KN考虑受剪承载力抗震调整系数,=0.85。==0.85×147.13=125.06KN
调整后的剪力设计值小于组合表中竖向荷载组合与风荷载组合的剪力设计值,故取V==145.56KN根据《混凝土规范》第11.3.3条,考虑地震作用组合的框架梁,当跨高比/h>2.5时,其受剪截面应符合下列条件:式中—混凝土强度影响系数;本设计混凝土强度等级为C30,取=1.0由于145.56KN<0.2×1.0×14.3×250×615=439.73KN故其受剪截面尺寸满足要求。梁中箍筋根据《混凝土规范》表11.3.6-2的要求,梁端加密箍筋选用28@100,加密区长度取为1000mm,箍筋选用HPB235级钢筋(fyv=210N/mm2),则=0.42×1.43×250×615+1.25×210××615=254.75KN>145.56KN满足要求。非加密区箍筋选用28@200。=0.24%>=0.26ft/fyv=0.26×1.43/210=0.18%故箍筋设置满足要求。其它层梁的箍筋计算结果见表28。表28框架梁箍筋数量计算表层次截面(KN)(KN)Asv/s=加密区非加密区实配箍筋实配箍筋(%)1125.06<439.730.2028@100(1.01)28@200(0.24)166.75<332.480.7928@100(1.01)28@100(0.40)2144.64<439.730.3228@100(1.01)28@200(0.24)148.49<332.480.6428@100(1.01)28@100(0.40)
3141.34<439.730.3028@100(1.01)28@200(0.24)137.45<332.480.5528@100(1.01)28@100(0.40)4114.09<439.730.1328@100(1.01)28@200(0.24)115.51<332.480.3728@100(1.01)28@100(0.40)5108.52<439.730.1028@100(1.01)28@200(0.24)93.70<332.480.2028@100(1.01)28@100(0.40)6100.35<439.730.0528@100(1.01)28@200(0.24)66.27<332.48-0.03<028@100(1.01)28@100(0.40)783.40<439.73-0.06<028@100(1.01)28@200(0.24)42.28<332.48-0.23<028@100(1.01)28@100(0.40)注:表中V为换算至支座边缘处梁的剪力.2.7框架柱抗震设计⒈剪跨比和轴压比验算框架柱各层剪跨比和轴压比计算结果如表29所示。
表29框架柱剪跨比和轴压比验算柱号层次b(mm)h0(mm)fc(N/mm2)Mc(KN.m)Vc(KN)N(KN)边柱中柱边柱540056514.30160.5797.5122.882.91482》20.0380《0.9440056514.30210.57121.44348.023.06893》20.1077〈0.9340056514.30232.59135.86557.633.03006》20.1725〈0.9240056514.30250.95136.35751.133.25749》20.2324〈0.9140056514.30243.85102.94959.474.19266》20.2969〈0.9540056514.30161.0981.95181.353.47913》20.0561〈0.9440056514.30178.2899.97499.993.15635》20.1547〈0.9340056514.30201.03120.54700.072.95176》20.2166〈0.9240056514.30217.47137.45953.712.80031》20.2951〈0.9140056514.30188.2696.861118.703.44005》20.3462〈0.9540056514.30207.33105.49212.843.47858》20.0659〈0.9440056514.30190.64111.86673.143.01641》20.2083〈0.9340056514.30210.53125.681014.012.96483》20.3138〈0.9240056514.30225.19148.711410.482.68016》20.4364〈0.9140056514.30207.82103.971767.343.53778》20.5469〈0.9540056514.30215.39110.33231.423.45528》20.0716〈0.9440056514.30182.57108.13574.972.98837》20.1779〈0.9340056514.30202.07120.58921.382.96605》20.2851〈0.9240056514.30209.46140.221156.782.64389》20.3579〈0.9140056514.30193.44109.781441.653.11871》20.4461〈0.9由上表可见,各柱的剪跨比和轴压比均满足规范要求.⒉框架柱正截面承载力计算以第一层中柱为例说明正截面承载力的计算过程。根据中柱的内力组合表,将支座中心处的弯矩换算至支座边缘,并与柱端组合弯矩的调整值比较后,选出最不利内力,进行配筋计算。在框架结构设计中,为了体现“强柱弱梁”的原则,《抗震规范》第6.2.2条规定,一、二、三级框架的梁柱节点处,除框架顶层和柱轴压比小于0.15者外,柱端组合的弯矩设计值应符合下列要求。(对三级=1.1)而且对三级框架结构的底层,柱下端截面组合的弯矩设计值,应分别乘以增大系数1.15。第一层梁与中柱节点的梁端弯矩值由表22查得。∑Mb:左震308.5-62.3=246.2KN·m/323.3-83.8=239.5右震64.18+15.18=79.36/18.89+18.58=37.47KN·m取∑Mb=246.2KN·m
第一层梁与中柱节点的柱端弯矩值由表24。∑Mc:左震265.43+20.72=286.15KN·m右震207.82+16.67=224.49KN·m梁端∑Mb取左震,∑Mc也应取左震。∑Mc=286.15KN.m。>1.1∑Mb=1.1×239.5=263.45KN·m故取∑Mcˊ=286.15KN·m对底层柱柱底的弯矩设计值应乘以增大系数1.15。Mc=249.67×1.15=287.12KN.m根据中柱内力组合表24,选择最不利内力,并考虑上述各种调整及承载力抗震系数后,第一层中柱的柱顶及柱底的控制内力如下:柱顶截面—①∣M∣max及相应的N,M=220.27×0.8=176.22KN.mN=915.46×0.8=732.37KN②Nmin及相应的M,M=176.22KN.mN=732.37KN③Nmax及相应的M,M=44.32KN.mN=1655.08KN柱底截面—①∣M∣max及相应的N,M=249.67×0.8=230.97KN.mN=957.70×0.8=766.16KN②Nmin及相应的M,M=230.97KN.mN=766.16KN③Nmax及相应的M,M=22.16KN.mN=1697.32KN截面采用对称配筋,混凝土采用C30(fc=14.3N/mm2,ft=1.43N/mm2),α1=1.0,纵向钢筋选用HRB400级钢筋(fy=fyˊ=360N/mm2),ξb=0.518,横向箍筋选用HPB235级钢筋(fyv=210N/mm2),ξb=0.614,具体的配筋计算过程见表30。表30第一层中柱正截面受压承载力计算柱截面柱顶柱底M(KN.m)176.2244.32230.9722.16N(KN)732.371655.08766.161697.32l0(mm)5890※5000※※5890※5000※※bh0(mm2)400×565400×565400×565400×565e0(mm)240.626.8301.513.10.3h0(mm)169.5169.5169.5169.5ea(mm)20202020ei(mm)260.646.8321.533.1l0/h9.8178.3339.8178.333ζ11.01.01.01.0ζ21.01.01.01.0η1.1491.5991.1211.847ηei(mm)299.474.8360.461.1e(mm)565.4339.8625.4326.1
ξ(ξb=0.55)0.2270.5120.2370.532偏心性质大偏心大偏心大偏心小偏心As=As‘(mm2)241<0512<0选筋418418实配面积(mm2)10171017ρs(%)1.351.35ρsmin/ρsmax(%)0.7/5.00.7/5.0在表30中,e0=M/N;ea取偏心方向截面尺寸的1/30和20mm中的较大值;ei=e0+ea;ζ1=0.5fcA/N,当ζ1>1.0时取1.0;ζ2=1.15-0.01l0/h,当l0/h<15时,取ζ2=1.0;(大偏心受压)(小偏心受压)(大偏心受压)(小偏心受压)式中—轴向压力对截面重心的偏心距;—附加偏心距;—初始偏心距;ζ1—偏心受压构件的截面曲率修正系数;ζ2—构件长细比对截面曲率的影响系数;η—偏心距增大系数;e—轴向压力作用点至受拉钢筋合力点的距离;
ξ—混凝土相对受压区高度。在表30中,柱的计算长度l0—栏带※的是由水平荷载产生的弯矩设计值占总弯距设计值锝75%以上,根据《混凝土规范》GB50010-2002第7.3.11条规定计算得。带※※的柱计算长度l0根据《混凝土规范》GB50010-2002表7.3.11-2规定计算得。其他各层柱的纵向钢筋计算结果见表31。表31框架柱纵向钢筋计算表柱层次M/N(KN.m/KN)l0(m)bh0(mm2)ξ(ξb=0.518)As=As‘(mm2)实配面积(mm2)ρs(%)边柱7层106.05/93.294875400×5650.029<<ξb449418(1017)1.35103.18/114.104875400×5650.035<<ξb4102~6层132.46/962.595788400×5650.298<ξb<0418(1017)1.35108.21/1167.844875400×5650.361<ξb<01层218.18/846.277154400×5650.262<ξb453418(1017)1.3565.76/1393.295000400×5650.431<ξb<0中柱7层77.32/123.354875400×5650.038<<ξb264418(1017)1.3569.40/180.724875400×5650.056<<ξb1582~6层186.07/676.354680400×5650.209<ξb264418(1017)1.3588.52/1429.764875400×5650.442<ξb<01层230.97/766.165890400×5650.237<ξb512418(1017)1.3522.16/1697.325000400×5650.532>ξb<0表中:①当AS<0时,按最小配筋率配筋,同时考虑构造要求.②当ξ<时,对受压钢筋As‘合力点取矩,计算As‘值,得:再取As‘=As。
⒊框架柱斜截面受剪承载力计算以第一层中柱为例进行计算。由框架正截面承载力可知,第一层中柱的柱顶和柱底的弯矩值分别为220.27KN.m,288.71KN.m。根据《抗震规范》第6.2.5条规定,一、二、三级的框架柱组合的剪力设计值应按下列公式调整:V=ηVC(MCl+MCb)/Hn式中,MCl,MCb—分别为柱上、下端顺时针或反时针方向截面组合的弯矩设计值;Hn—柱的净高;ηVC—柱剪力增大系数,三级取1.1。则框架柱的剪力设计值为,V=1.1(MCl+MCb)/Hn=1.1×(220.27+288.71)/(5-0.65)=128.71KNγΓEV=0.85×128.71=109.40KN<0.2βcfch0=0.2×1.0×14.3×400×565=646.36KN故其受剪截面尺寸满足要求。框架柱斜截面受剪承载力应符合下列公式:V=[1.05*ftbh0/(λ+1)+fyvAsvh0/s+0.056N]式中,λ—框架柱的剪跨比。可取λ=Hn/2h0,此处,Hn为柱净高;当λ<1.0时,取λ=1.0;当λ>3.0时,取λ=3.0N—考虑地震作用组合的框架柱轴向压力设计值,当N>0.3fcA时,取N=0.3fcA。由λ=Hn/2h0=4350/(2×565)=3.85>3.0,取λ=3.0;N=915.46KN<0.3fcA=0.3×14.3×400×600=1029.6KN,取N=915.46KN。因此,<0,按构造配箍。柱端加密区的箍筋选用48@100,Asv/s=4×50.3/100=2.01mm2/mm>0mm2/mm,满足要求。由表29可得第一层中柱的轴压比μN=0.636,根据《混凝土规范》查得柱箍筋加密区的箍筋最小配筋特征值λv=0.12,则最小体积配筋率为,ρVmin=λvfc/fyv=0.12×14.3/210=0.82%ρV=(4×50.3×350+4×50.3×550)/(350×550×100)=0.94%>0.82%,满足要求。加密区长度上、下端分别为800mm和1500mm。非加密区还应满足s<15d=15×18=220mm,故箍筋区取48@200,其它各层柱箍筋计算结果见表32。
表32框架柱箍筋数量计算表柱层次γΓEV(KN)0.2βcfcbh0(KN)加密区非加密区实配箍筋(Asv/s)ρ(%)实配箍筋(Asv/s)边柱770.21<646.36<048@100(2.01)0.8248@2006~2103.66<646.36<048@100(2.01)0.8248@200190.89<646.36<048@100(2.01)0.8248@200中柱771.41<646.36<048@100(2.01)0.8248@2006~2142.72<646.360.10748@100(2.01)0.8248@2001108.69<646.36<048@100(2.01)0.8248@200注:本框架为三级框架,根据《抗震规范》第6.2.15条规定,三级框架节点核芯区,可不进行抗震验算,但应符合抗震构造措施的要求。故所有节点均按抗震构造要求施工。2.8基础设计以第轴的中柱下基础为例说明其设计方法。(桩位示意图如图20所示)图20桩位示意图(a)承台平面图(b)Ⅱ—Ⅱ剖面1.基础类型选择
采用桩径的沉管灌注桩基础,根据所给的地质资料,桩底打入持力层(中砂层)的深度,根据《基础规范》第8.5.2.3条规定,在d—3.5d之间,取0.95m,初步选择承台高度为承台高度,则桩长为:0.95+6+2.5+1.3+(4.5-0.25)=15.00m,单桩承载力特征值为:2基顶荷载标准值的确定①竖向荷载标准组合:M=13.8+4=17.8KN·mN=1136.98+237.82+(69.59-35.20)+3.6×(7.5/2+2.4/2)×2.0+3.6×(2.0×7.5/2+2.5×2.4/2)=1557.53KNV=(27.6+13.8)/5+(8.0+4.0)/5=10.68KN②竖向荷载与地震效应标准组合:(恒+0.5活+地震)M=13.8+4×0.5+178.53=194.33KN·mN=1136.98+(69.59-35.20)+3.6×9.9/2×0.2×25+0.5×[3.6×(7.5/2×2.0+2.4/2×2.5)+237.82]+442.59=1840.88KNV=(27.6+13.8)/5+0.5×(8.0+4.0)/5+63.76=73.24KN经比较,取竖向荷载与地震效应组合值为计算桩基础的依据。3.基础设计承台选用C30混凝土(),钢筋选用HRB335级()⑴初选桩的根数根,取4根⑵初选承台尺寸桩距S=3.0=3.0×0.4=1.2选用正方形承台,承台边长a=0.4×2+1.2=2.0初取承台埋深1.35,承台高度桩顶埋入承台50,钢筋保护层取35,则承台的有效高度为:
=700-50-35=615。⑶桩顶荷载设计值取承台及其上方土的平均重度为20<=657.95(小)符合要求。⑷承台受冲切承载力验算(根据《基础规范》第8.5.17条)①柱边冲切验算:(<1.0)(>0.2)=2×[2.31×(0.4+0.2)+1.60×(0.6+0.1)]×1.0×1430×0.615=4407.8KN>=1840.88KN满足要求。②角桩向上冲切验算,
满足要求。⑸承台受剪切承载力计算(根据《抗震规范》第8.5.18条)剪跨比与上面的冲跨比相同,Ⅰ—Ⅰ截面:163<0.3,取=0.3,剪切系数=1满足要求。Ⅱ—Ⅱ截面:,介于0.3—3之间,剪切系数=1.068满足要求。⑹承台受弯承载力计算
承台尺寸2m×2m,选用Φ14@90,,沿平行、轴方向双向分别均匀布置。2.9现浇钢筋混凝土屋面板设计本设计楼盖为现浇钢筋混凝土楼盖,屋面板与梁现浇在一起,板的厚度为120mm,混凝土选用C30级,钢筋选用HPB235级.板由主梁和连梁分割成各区格,如图2所示。其中,轴—和轴—之间的区格长边与短边之比大于2,属于单向板;轴—之间的区格板长边与短边之比小于2,故属双向板。⒈轴—和轴—之间板的设计(按调幅法设计)(1)板的计算跨度及荷载(如图21所示)⒉轴—间板的截面设计(按弹性理论)对轴—间板各区格编号,分为两类:即A、B,见图22。图22对轴—间板各区格编号⑴荷载计算由于活荷载占总荷载的比重较小,故活荷载按满布置考虑,即荷载设计值为:g+q=1.2gk+1.4qk=1.2×3.5+1.4×2.0=7.0KN/m2⑵计算跨度内跨边跨其中—轴线间距离b—支座宽h—板厚⑶弯矩计算
本设计计算时,混凝土的泊松比取0.2①A区格板=2400-250/2+100/2=2325mm=2.325m=3300+250=3550mm=3.55m则,/=0.7由参考文献《混凝土结构》中册.中国建筑工业出版社出版2003年1月第二版,附录⒏查得双向板弯矩计算系数。所以=(0.0379+0.2*0.0072)(g+q)=1.58KN·m=(0.0072+0.2×0.0379)(g+q)=0.596KN·m=-0.0801(g+q)=--3.36KN·m=-0.0571(g+q)=-3.36KN·m②B区格板=6300mm=6.3m=3300+250=3550mm=3.55m则/=0.56,所以=(0.0060+0.2×0.038)(g+q)×=1.2KN·m=(0.038+0.2×0.006)(g+q)×=3.4KN·m=-0.0571(g+q)×=-5.04KN·m=-0.0571(g+q)×=-7.18KN·m③C区格板=2700mm=2.7m=3300+250=3550mm=3.55m则,/=0.77所以=(0.027+0.2*0.0134)(g+q)=1.51KN·m=(0.0134+0.2×0.027)(g+q)=0.96KN·m
=-0.068(g+q)=--3.47KN·m=-0.0561(g+q)=-2.86KN·m①D区格板=4800mm=4.8m=3300+250=3550mm=3.55m则/=0.74,所以=(0.0128+0.2×0.03)(g+q)×=1.66KN·m=(0.03+0.2×0.0128)(g+q)×=5.25KN·m=-0.0566(g+q)×=-4.99KN·m=-0.0706(g+q)×=-6.23KN·m⑷截面设计截面有效高度:选用8钢筋,则方向跨中截面==100-15-4=81mm,方向跨中的截面==-=101-8=73mm;支座截面的=101mm。截面设计用的弯矩:该板与梁整浇,故弯矩设计值除A与支座外均应折减20%。为便于计算,近似取内力臂系数=0.95,。截面配筋计算结果及实际配筋见表34。表34轴8-9间板按弹性理论设计的各截面配筋计算(mm)(KN·m)()实配钢筋有效面积()跨中A取格方向731.586108.9023938@200251方向810.59636.882329288@200251B区格方向811.274.259723388@200251方向733.46237.5802528@200251 C区格方向731.51103.68386728@200251
方向810.9659.407778718@200251 D区格方向811.66102.72595078@200251 方向735.25360.49026688@200251支座A边支座813.36207.92722558@150335A—B815.27326.12395198@150335B-C815.02310.65317628@150335C-D814.54280.94928688@150335D-A814.79296.42006258@150335A-A813.36207.92722558@150335 B-B817.18444.32067828@150335 C-C812.8173.27268798@150335 D-D816.22384.91289958@1503352.10现浇钢筋混凝土板式楼梯设计踏步面层贴预制水磨石板50mm厚,梯段板下抹麻刀灰20mm厚,采用金属栏杆。平台板做水磨石面层,板下抹麻刀灰20mm厚。平台板及梯段板受力及构造钢筋均用HPB235级钢筋,平台梁纵向受力钢筋HRB335级,混凝土C30(ft=1.34N/mm2,fc=13.4N/mm2),踏步尺寸150mm×300mm。活荷载标准值:2.5KN/m21、梯段板设计(1)楼梯剖面和截面尺寸(见图23)图23楼梯计算剖面图踏步板倾角α=arctan=26.57°,cos26.57=0.8944板厚t=120mm(2)、荷载计算(取1m宽板带计算)永久荷载标准值栏杆0.20KN/m踏步面层(0.15+0.30)×0.05×22.6/0.30=1.70KN/m
梯段板自重25×(0.12/0.8944+0.15/2)=5.23KN/m板底抹灰17×0.02/0.8944=0.38KN/m小计7.51KN/m永久荷载设计值g=1.2×7.51=9.01KN/m可变荷载设计值q=1.4×2.0=2.80KN/m合计g+q=11.81KN/m(3)、内力及截面承载力计算①正截面承载力计算取h0=120-20=80mm;ln=11×300=3300mm。考虑到梯段板两端与梁的固结作用,板跨中最大弯矩:M=pln2=×11.81×3.32=12.86KN·m/mαs==12.86×106/(14.3×1000×1002)=0.09γs=0.5×(1+)=0.5×(1+0.90)=0.95As==12.86×106/(210×0.95×100)=645mm2/m纵向受力钢筋选用10@100,As=785mm2>662.7mm2,满足要求。ρ=785/(1000*80)=0.98%>ρmin=0.15%分布筋每级踏步1根8。②斜截面承载力计算V=pln·cosα=×11.81×3.3×0.8944=17.43KN/mV=0.07fcbh0=0.07×14.3×1000×100=100.1KN/m>19.06KN/m所以不需进行斜截面验算。⒉平台板计算(1)计算截面尺寸见图23板厚100mm(2)荷载计算永久荷载标准值水磨石面层(10mm面层,20mm水泥砂浆打底)0.65KN/m平台板自重25×0.10=2.50KN/m板底抹灰17×0.02=0.34KN/m小计3.49KN/m永久荷载设计值g=1.2×3.49=4.19KN/m可变荷载设计值q=1.4×2.0=2.80KN/m合计g+q=6.99KN/m(3)内力及截面承载力计算(取1m宽板带计算)①正截面承载力计算
取h0=100-20=80mm;平台1:ln=1500+250-250/2-200/2=1525mm。平台2:ln=1500+250-250/2×2=1500mm。板跨中最大弯矩:平台1:M=(g+q)ln2=×6.99×1.5252=1.625KN·m/m平台2:M=(g+q)ln2=×6.99×1.52=1.57KN·m/m则:平台1:as==1.625×106/(14.3×1000×802)=0.0178γs=0.5×(1+)=0.5×(1+0.982)=0.991As==1.625×106/(210×0.991×80)=97.6mm2/m按《混凝土规范》第10.1.4条规定选配8@200,As=251mm2平台2:as==1.57×106/(14.3×1000×802)=0.0172γs=0.5×(1+)=0.5×(1+0.983)=0.9913As==1.57×106/(210×0.9913×80)=94.3mm2/m按《混凝土规范》第10.1.4条规定选配8@200,As=251mm2②斜截面承载力计算平台1:V=(g+q)ln=×6.99×1.525=5.33KN/m平台2:V=(g+q)ln=×6.99×1.5=5.24KN/m0.07fcbh0=0.07×14.3×1000×80=80.08KN/m>V所以不需进行斜截面验算。⒊平台梁设计(1)平台梁TL1的设计设平台梁TL1的截面尺寸为200×350mm2,平台梁的荷载计算见表35。表35平台梁的荷载计算荷载种类荷载标准值(KN/m)恒荷载梁自重0.2×(0.35-0.1)×25=1.25梁侧、梁底摸灰0.02×(0.35-0.01)×2×17+0.02×(0.20+0.04)×17=0.26
平台板传来(0.10×1.25×25+0.65×1.25+0.02×1.5×17)/2=2.536梯段板传来3.3×7.51/2=12.39小计16.44活荷载2.0×(3.3/2+1.25/2)=4.55合计(g+q)1.2×16.44+1.4×4.55=26.1平台梁TL1的计算跨度为L0=1.05ln=1.05×(3.3-0.25)=3.2m跨中最大弯矩M=(g+q)l02=×26.1×3.22=33.4KN·m梁中最大剪力V=(g+q)l0=×26.1×3.2=41.76KN正截面受弯承载力计算(考虑到平台梁与平台板整浇,截面按倒L行计算)=3.2/6=0.533m经判别,属第一类T形截面as==33.4×106/(14.3×533×3152)=0.0552γs=0.5×(1+)=0.5×(1+0.943)=0.972As==33.4×106/(300×0.972×315)=364mm2选用3φ14,As=462mm2>364mm2斜截面承载力计算Ⅰ、验算梁截面尺寸V≤0.25fcbh0=0.25×14.3×200×315=225.23KN>39.8KN截面尺寸满足设计要求Ⅱ、验算配箍量V≤0.07fcbh0=0.07×14.3×200×315=63.06KN按构造配φ6@200。(2)平台梁TL2的设计设平台梁TL2的截面尺寸也为200×350mm2,平台梁的荷载计算见表36。表36平台梁的荷载计算荷载种类荷载标准值(KN/m)恒荷载梁自重0.2×(0.35-0.10)×25=1.25梁侧、梁底摸灰0.02×(0.35-0.10)×2×17+0.02×(0.20+0.04)×17=0.26平台板传来(0.10×1.25×25+0.65×1.25+0.02×1.25×17)/2=2.536小计4.05活荷载2.0×1.25/2=1.25
合计(g+q)1.2×4.05+1.4×1.25=6.61平台梁TL2的计算跨度为L0=1.05ln=1.05×(3.3-0.25)=3.2m跨中最大弯矩M=(g+q)l02=×6.61×3.22=8.46KN·m梁中最大剪力V=(g+q)l0=×6.61×3.2=10.58KN正截面受弯承载力计算(考虑到平台梁与平台板整浇,截面按倒L行计算)=3.2/6=0.533m经判别,属第一类T形截面as==10.58×106/(14.3×533×3152)=0.014γs=0.5×(1+0.98)=0.99As==10.58×106/(300×0.99×315)=113mm2选用2φ14,As=308mm2>113mm2斜截面承载力计算Ⅰ、验算梁截面尺寸0.25fcbh0=0.25×14.3×200×315=225.23KN>V=10.58KN截面尺寸满足设计要求Ⅱ、验算配箍量V≤0.07fcbh0=0.07×14.3×200×315=63.06KN按构造配φ6@200。2.11电算及对比分析限于篇幅,仅打印出框架竖向恒载、活载分布图,弯矩、轴力包络图(见附录)电算与手算结果比较分析:采用中国建科院PKPM系列设计软件(2002年9月版),输入设计信息,生成相应的数据文件,进行框架计算,形成结果文件。将手算结果与电算结果进行比较,可以看出:电算结果与手算结果基本吻合,有些地方几乎相同,差别不大,而有些地方则相差较大,但整体误差保持在15%以内,说明手算结果基本满足,而且误差范围内,设计成功。误差原因及分析:1电算时同时考虑了地震作用的三种振型;手算时只考虑了最重要的第一种振型。2电算时同时考虑了X向和Y向的地震和风荷载的作用;手算时只考虑了横向框架,即X向框架。3电算时考虑了竖向荷载(包括恒载和活载)的偏心作用;而手算时考虑到偏心弯矩较小,就忽略了偏心弯矩作用。4电算时现浇板的传立体系按梯形荷载考虑,手算时近似按矩形荷载考虑。
以上几种原因造成的误差显而易见,特别是对刚度的影响,原则上,手算与电算结果的误差在一定范围内存在是允许的,且不可避免,而且这种误差在配筋中可以得到缓解。'