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上海某生物技术公司办公楼c楼框架结构设计 毕业设计

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上海某生物技术公司办公楼C楼框架结构设计1引言上海作为我国的经济中心,每天都经历着日新月异的发展。随着市中心用地的紧张,浦东新区等地逐渐发展起来,许多公司和企业争相在这些地区建立办公楼,以争取更好的发展机会,上海某生物技术公司便是其中之一。经上级部门和城建部门的批准,该生物技术公司拟在浦东新区建立一栋三层的办公楼。办公楼要求空间布置能够简便灵活,易于改动,满足使用要求。基于办公楼的使用要求和框架结构的特点,结合施工工期,经济条件等因素,经过讨论,确定该办公楼的结构为现浇钢筋混凝土框架结构。2楼面板、屋面板、次梁设计2.1设计资料楼面构造做法:20厚水泥砂浆面层,20厚水泥砂浆抹灰;楼面可变荷载标准值为2,屋面可变荷载标准值为2;材料选用:混凝土:C30();钢筋:梁中受力纵向钢筋:HRB400(Ⅲ级钢,)其他钢筋:HPB300(Ⅰ级钢,);填充墙:焦渣空心砌块,自重标准值为9.25,混合砂浆强度等级M7.5。2.2截面尺寸选择柱:;板:,且,取;次梁:,取,;主梁:,取,。2.3楼板的设计2.3.1荷载永久荷载标准值:水泥砂浆面层厚钢筋混凝土板水泥砂浆板底抹灰永久荷载设计值可变荷载设计值 合计2.3.2正截面受弯承载力级配筋,按单向板计算。取宽板带按连续梁进行计算,中间跨板与次梁固结,边跨与主梁固结,板的计算长度为:中间跨:;边跨:。截面内力及配筋计算如表2-1。其中表2-1板的受弯承载力及配筋计算(取宽板带计算)截面端支座边跨跨中离端第二支座中间支座中间跨跨中弯矩系数-1/16-1/14-1/11-1/141/16-2.312.64-3.43-2.752.41受压区高度2.042.343.062.442.14108.0123.9162.1129.2113.3选配A8@200A8@200A8@200A8@200A8@200实际251.3251.3251.3251.3251.3配筋率/0.250.250.250.250.25,配筋率满足最小配筋率要求。2.4楼面次梁的设计2.4.1荷载永久荷载设计值:由板传来次梁自重梁侧抹灰可变荷载设计值:由板传来合计2.4.2正截面受弯承载力计算及配筋次梁与主梁整浇,故计算跨度取净跨:。次梁正截面计算如表2-2。表2-2次梁的受弯承载力及配筋计算截面端支座边跨跨中离端第二支座中间支座中间跨跨中弯矩系数-1/241/14-1/11-1/14-1/16-29.6350.80-64.65-50.8044.45受压区高度29.587.0268.3352.436.13235.0390.4542.8416.5340.9选配2C162C163C162C162C16实际402.1402.1603.2402.1402.1或200×3651400×365200×365200×3651400×365 配筋率/0.550.550.830.550.55,因此配筋率满足最小配筋率要求。注:中间支座配筋误差为,满足要求。2.4.3斜截面受剪承载力及箍筋计算斜截面受剪承载力及箍筋计算如表2-3。表2-3次梁斜截面受剪承载力及箍筋计算截面端支座内侧离端第二支座外侧离端第二支座内侧中间支座外侧中间支座内侧剪力系数0.500.550.550.550.5558.7864.6564.6564.6564.65<0<0<0<0<0选配(双肢箍)A6@200A6@200A6@200A6@200A6@200实际0.2830.2830.2830.2830.283配箍率/%0.140.140.140.140.14,因此配箍率满足最小配箍率要求。2.5屋面板和屋面次梁的设计2.5.1屋面次梁的设计屋面板采用结构找坡3%,取板厚为。取宽板带进行计算。①荷载计算永久荷载设计值:35厚预制钢筋混凝土大阶砖25厚粗砂保护层塑料薄膜隔离层1厚高分子卷材一层40厚发泡聚苯保温板花油法粘贴高聚物油毡一层20厚1:3水泥砂浆找平100厚现浇钢筋混凝土屋面结构层可变荷载设计值:合计②正截面受弯承载力及配筋计算屋面板中间跨与次梁固接,边跨与主梁固接,故板的计算跨度为:中间跨:,边跨:;。截面内力及配筋计算如表2-4。表2-4屋面板截面内力及配筋计算截面端支座边跨跨中离端第二支座中间支座中间跨跨中弯矩系数-1/161/14-1/11-1/141/16 -2.743.14-4.08-3.272.86续表2-4屋面板截面内力及配筋计算受压区高度2.432.853.652.912.54128.7150.9193.3154.1134.5选配A8@200A8@200A8@200A8@200A8@200实际251.3251.3251.3251.3251.3配筋率/0.250.250.250.250.25,配筋率满足最小配筋率要求。2.5.2屋面次梁设计①荷载计算永久荷载设计值:由板传来次梁自重梁侧抹灰可变荷载设计值:由板传来合计②正截面受弯承载力及配筋计算次梁与主梁整浇,计算跨度取净跨。次梁正截面受弯承载力及配筋计算如表2-5所示。表2-5屋面次梁正截面受弯承载力及配筋计算截面端支座边跨跨中离端第二支座中间支座中间跨跨中弯矩系数-1/241/14-1/11-1/14-1/16-34.0658.40-74.32-58.4051.10受压区高度34.238.0879.9561.057.06271.9449.3635.2485.0392.6选配2C162C162C14+2C161C14+2C162C16实际402.1402.1710.0556.1402.1或200×3651400×365200×365200×3651400×365配筋率/0.280.280.970.760.55,因此配筋率满足最小配筋率要求。③斜截面受剪承载力及箍筋计算屋面次梁的斜截面受剪承载力和箍筋的计算如表2-6。表2-6屋面次梁斜截面受剪承载力及箍筋计算截面端支座内侧离端第二支座外侧离端第二支座内侧中间支座外侧中间支座内侧剪力系数0.500.550.550.550.55 68.1374.9474.9474.9474.94续表2-6屋面次梁斜截面受剪承载力及箍筋计算<00.01890.01890.01890.0189选配(双肢箍)A6@200A6@200A6@200A6@200A6@200实际0.2830.2830.2830.2830.283配箍率/%0.140.140.140.140.14,因此配箍率满足最小配箍率要求。3楼梯的设计3.1底层楼梯设计3.1.1梯段板设计取板厚,踏步尺寸,梯段板倾角,。取宽板带进行计算。①荷载计算永久荷载设计值:三角形踏步自重混凝土斜板自重板底抹灰可变荷载设计值:合计②截面设计梯段板水平计算跨度,板的有效高度。弯矩设计值,,,取A,,,误差满足要求。3.1.2平台板设计取板厚为,取宽板带进行计算。①荷载计算永久荷载设计值:平台板自重板底抹灰可变荷载设计值:合计 ②截面设计平台板的计算跨度。板的有效高度。平台板的弯矩设计值,,,取A,。3.1.3平台梁设计初步选定平台梁尺寸。①荷载计算永久荷载设计值:平台梁自重梁侧抹灰平台板传来梯段板传来可变荷载设计值:合计②截面设计按倒L形计算,,计算跨度。弯矩设计值,剪力设计值,,,选配3C16,。配置A箍筋,斜截面受剪承载力满足要求。3.2二、三层楼梯设计 3.2.1梯段板设计二、三层楼梯的踏步尺寸、梯段板厚度、平台板厚度都与底层相同,梯段板跨度比底层小,故二、三层楼梯梯段板可按与底层相同来进行配筋。3.2.2平台板设计对二、三层楼梯平台板,荷载与底层相同,仅计算跨度改为。平台板的弯矩设计值,,,取A,。3.2.3平台梁设计平台梁截面尺寸与底层相同。①荷载计算永久荷载设计值:平台梁自重梁侧抹灰平台板传来梯段板传来可变荷载设计值:合计②截面设计按倒L形计算,,计算跨度。弯矩设计值,剪力设计值,,,选配3C16,。配置A箍筋,斜截面受剪承载力 满足要求。4单榀框架设计4.1单榀框架的选择建筑的结构平面布置如图4-1,建筑正立面图如图4-2。图4-1结构平面布置图图4-2建筑北立面图由于建筑屋面为上人屋面,由横轴1、2和纵轴B、C围成的楼梯和电梯开间从三层顶向上突出高度为的开间。单榀框架计算时取位于横轴4上的一榀框架计算。单榀框架计算简图如图4-3。 图4-3单榀框架计算简图C30混凝土德弹性模量。据此可算得梁和柱的刚度分别如表4-1和表4-2。表4-1梁刚度(考虑现浇板的影响)矩形截面惯性矩边框架梁中框架梁0.0085750.01286487690.0171565962表4-2柱刚度构件名称柱高截面惯性矩标准层柱4.20.00520837202底层柱5.50.005208284074.2竖向荷载计算(标准值)及内力分析4.2.1竖向荷载楼盖内次梁上的恒载:楼板传来次梁自重梁侧抹灰总计楼盖内次梁上的活载:楼板传来屋盖内次梁上的恒载:屋盖内次梁上的活载:楼盖边次梁上的恒载:楼板和次梁重 纵墙荷载(含门窗)总计楼盖边次梁上的活载:屋盖边次梁上的恒载:屋面板和次梁重女儿墙重总计屋盖边次梁上的活载:主梁自重:楼盖边次梁处的集中恒载:相应的弯矩:楼盖边次梁处的集中活载:相应的弯矩:屋盖边次梁处的集中恒载:相应的弯矩:屋盖边次梁处的集中活载:相应的弯矩:楼盖内次梁处的集中恒载:楼盖内次梁处的集中活载:屋盖内次梁处的集中恒载:屋盖内次梁处的集中活载:标准层柱重:底层柱重:由以上结果,考虑柱重,并把主梁重堆聚成集中荷载,得框架上的竖向恒载标准值和竖向活载标准值分别如图4-4、4-5。图4-4竖向恒载 图4-5竖向活载4.2.2竖向荷载作用下的内力分析①竖向恒载作用下的内力用弯矩分配法,得竖向恒载作用下的弯矩图、剪力图和轴力图如图4-6、4-7、4-8。图4-6恒载弯矩图(单位:) 图4-7恒载剪力图(单位:)图4-8恒载轴力图(单位:)②竖向活载作用下的内力竖向活载作用下的计算采用分跨计算组合法。活载作用在二层梁左跨时的弯矩图、剪力图和轴力图如图4-9、4-10、4-11。 图4-9活载作用在二层梁左跨时的弯矩图(单位:)图4-10活载作用在二层梁左跨时的剪力图(单位:) 图4-11活载作用在二层梁左跨时的轴力图(单位:)活载作用在三层梁左跨时的弯矩图、剪力图和轴力图如图3-12、3-13、3-14。图4-12活载作用在三层梁左跨时的弯矩图(单位:) 图4-13活载作用在三层梁左跨时的剪力图(单位:)图4-14活载作用在三层梁左跨时的轴力图(单位:)活载在屋盖梁满布时的弯矩图、剪力图和轴力图如图4-15、4-16、4-17。 图4-15活载在屋盖梁满布时的弯矩图(单位:)图4-16活载在屋盖梁满布时的剪力图(单位:) 图4-17活载在屋盖梁满布时的轴力图(单位:)4.3地震作用计算地震作用计算采用底部剪力法。地震作用计算模型如图4-18。图4-18地震作用计算模型4.3.1重力荷载代表值集中在各楼层标高处的重力荷载代表值包括:楼面或屋面自重标准值,50%楼面活载或50%屋面雪载,屋面活载不计,墙重取上、下各半层墙重的标准值之和。经计算可得,底层楼梯自重标准值226.21,二、三层楼梯自重标准值216.12。①底层重力荷载代表值G1:恒载:二层板重 二层框架梁自重二层次梁自重一层框架柱自重二层框架柱自重一层楼梯自重二层楼梯自重一层墙和门窗重二层墙和门窗重活载:楼面活载②二层重力荷载代表值G2:恒载:本层现浇板重1334.19本层框架梁自重514.8本层次梁自重637.65本层框架柱自重551.25本层楼梯自重216.12本层墙和门窗重1545.87活载:楼面活载563.23③三层重力荷载代表值G3:恒载:顶层梁重128.48顶层柱重顶层墙重179.37本层现浇板和防水保温层重本层框架梁自重514.8本层次梁自重637.65下层框架柱自重551.25下层墙和门窗重1545.87下层楼梯重216.12女儿墙重活载:屋面雪载④局部四层重力荷载代表值G4:恒载:本层梁重128.48本层柱重本层墙重179.37活载:本层屋面雪载建筑总重力荷载代表值 4.3.2框架刚度柱D值的计算见表4-3。表4-3柱D值框架的一层层高/柱数柱楼层D上层中间框架4.210边柱1.77310.4699325307.5118931189302686285中柱3.54620.639391618180907上层边框架4边柱1.31090.3959410020400802中柱2.62180.567271435628712局部四层框架34边柱0.936370.318426944422112.68845088450底层中间框架5.510边柱2.32200.6529411268.97358735801604035中柱4.64410.77424872543624底层边框架4边柱1.71680.596436721268842中柱3.43360.723948158163164.3.3自振周期用顶点位移法计算结构基本自振周期的公式为(4-1)式中—把重力荷载代表值水平作用于结构所得的结构顶点位移;—考虑填充墙影响的折减系数(此处取0.7)。结构顶点位移的计算如表4-4所示。表4-4结构顶点位移计算层次4402.41402.41884500.004550.1762535126.865529.272686280.0205830.1717025363.1110892.382686260.0405480.1511215568.4416460.821604030.110570.11057得,从而得基本自振周期4.3.4水平地震作用查表得特征周期=0.9s,地震影响系数最大值,从而。结构总水平地震作用标准值为 从而得到各层的地震作用,剪力,层间相对位移如表4-5所示。表4-5框架各层地震力及弹性位移层次447.3747.37402.410.1177884500.0005363496.35543.725529.270.098332686280.0020242362.33906.0510892.380.083182686280.0033731213.371119.3616460.820.068001604030.007519从表4-5可见,各层的均大于抗震规范规定的最小值0.016。由表4-5可得底层的层间位移角为0.007519/5.5=1/731,二层的层间位移角为0.003373/4.2=1/1245,局部四层的层间位移角为0.000536/3=1/5597,均小于层间位移角限值[1/550]。整体结构上的水平地震作用应按柱抗侧向刚度的比例进行分配,先算出5个中间框架分得的地震力,再算出4轴框架分得的地震力。计算过程如表4-6。其中,上层总剪力分配至5个中间框架的分配系数为(118930+80907)/268628=0.74392,底层相应的分配系数为(73580+43624)/160403=0.73068。由4轴框架的层剪力可得其所受的水平地震作用如图4-19。表4-64轴框架水平地震力的计算层次12345个中间框架总层剪力816.33670.75402.5223.684轴框架分到的层剪力163.26134.1580.500图4-19水平地震作用和柱的相对D值4.3.5水平地震作用下的内力用D值法计算水平地震作用下结构的内力。反弯点高度计算见表4-7,其中系按倒三角形荷载查表所得。表4-7柱的反弯点高度柱型楼层边柱31.77310.4390004.21.84221.77310.4890004.22.0512.32200.5630005.53.096 中柱33.54620.450004.21.8923.54620.500004.22.10014.64410.550005.53.025柱的相对D值如图4-19所示。框架在地震作用下的弯矩图、剪力图和轴力图分别如图4-20、4-21和4-22所示。图4-20水平地震作用下的弯矩图(单位:)图4-21水平地震作用下的剪力图(单位:) 图4-22水平地震作用下的轴力图(单位:)4.3.6重力荷载代表值作用下的内力重力荷载代表值如图4-23所示。用弯矩分配法得相应的弯矩图、剪力图和轴力图如图4-24、4-25和4-26。图4-23重力荷载代表值荷载(单位:) 图4-24重力荷载代表值作用下的弯矩图(单位:)图4-25重力荷载代表值作用下的剪力图(单位:) 图4-26重力荷载代表值作用下的轴力图(单位:)4.4风荷载作用下的内力风压标准值计算公式为:。基本风压。因结构总高度小于30,故风振系数。对于矩形截面,体型系数。将风荷载换算成作用于楼板处的集中荷载,计算过程如表3-6所示,其中面积=(下部高+上部高)房屋长,房屋长为58.3。计算得到的作用在各楼屋盖处的集中风荷载如表4-8所示。表4-9进一步算出4轴框架分配到的层剪力和楼屋盖处的集中风力。风荷载作用见图4-27。表4-8风荷载集中力和层剪力计算层次下部高上部高层集中力层剪力313.351.1362.11.22127.16103.28103.2829.151.002.12.1160.86115.01218.2914.951.002.4752.1175.22125.28343.57表4-94轴框架水平风力计算层次1235个中间框架总层剪力250.26161.6076.4604轴框架分配到的层剪力50.11232.32015.2924轴框架楼屋盖处的风力17.79217.02815.292 图4-27风荷载作用简图柱的D值与前述表3-3相同。反弯点高度修正值也与前述相同均为零。标准反弯点高度则按均布荷载由相关表格查得。反弯点高度见表4-10。表4-10风荷载下柱的反弯点高度楼层边柱中柱31.77310.3891..633.54620.451..8921.77310.451.893.54620.502.1012.32200.553.0254.64410.553.025从而算得框架在风荷载作用下的弯矩图、剪力图和轴力图如图4-28、4-29、4-30所示。 图4-28风荷载作用下的弯矩图(单位:)图4-29风荷载作用下的剪力图(单位:)图4-30风荷载作用下的轴力图(单位:)4.5荷载组合与内力组合梁柱控制截面如图4-3所示。内力符号规则:梁弯矩下部受拉为正;柱端弯矩绕杆端顺时针为正;剪力绕杆件顺时针为正;轴力受压为正。梁控制截面的内力标准值汇总于表4-11和表4-12,柱控制截面的内力标准值汇总于表4-13和4-14。表4-11梁截面内力之一(标准值)恒载①风载②水平地震作用③重力荷载代表值④ 梁截面1-61.2962.6557.1112.04202.8943.5-100.8882.072101.6162.6525.8012.0489.7543.51112.4982.073-167.74-89.9536.8212.04136.5243.51-183.66-103.294-54.1072.7411.672.4255.9611.83-83.5181.095135.0272.745.372.4225.1911.83127.3381.096-216.05-114.267.242.4236.3411.83-193.07-109.19表4-12梁截面内力之二梁截面活载在二层左跨⑤活载在二层右跨⑥活载在三层左跨⑦活载在三层右跨⑧活载在屋面满跨⑨1-33.0030.703.16-2.98-3.450.34-1.540.75-0.910.32246.8330.70-4.59-2.98-2.560.340.410.75-0.0730.323-49.04-34.82-20.1-2.98-0.780.344.300.751.600.324-0.020.13-0.450.09-4.640.78-1.590.91-22.7526.6050.0670.13-0.0430.09-3.310.780.790.9146.4126.6060.240.131.030.09-0.640.785.550.91-70.80-38.92 表4-13柱截面内力之一柱截面恒载①风载②水平地震作用③重力荷载代表值④712.74561.91-7.0647.5820.7815.73152.1183.2449.1316.48627.40-8.87825.88524.73-7.0638.9320.785.61118.1183.2449.1332.31590.22-8.87946.06370.67-20.8218.188.745.1284.7839.7340.3756.91408.55-26.021041.4342.28-20.8222.228.745.1284.7839.7340.3752.39380.16-26.021150.25184.41-27.147.402.424.6045.7811.8324.2259.96193.58-31.841263.73156.02-27.1411.672.424.6055.9611.8324.2273.78165.19-31.84130920.36054.6206.56196.62065.000996.190140883.18046.1606.56160.88065.000959.010150626.97027.4706.78112.16053.410659.740160598.58027.4706.78112.16053.410631.350170349.96011.6806.0961.92032.050341.900180321.57014.2806.0972.69032.050313.510表4-14柱截面内力之二柱截面活载在二层左跨⑤活载在二层右跨⑥活载在三层左跨⑦活载在三层右跨⑧活载在屋面满跨⑨75.9947.56-3.630.36-2.110.18-0.5548.240.400.12-1.11-0.120.2944.99-0.16813.9647.56-3.63-1.33-2.110.18-1.6348.240.400.57-1.11-0.120.5844.99-0.16917.000.47-5.27-1.840.880.225.0847.90-5.110.97-1.860.120.3244.670.17105.140.47-5.270.930.880.226.3847.90-5.11-1.46-1.860.12-1.0244.670.1711-1.670.130.400.780.09-0.2928.400.51-5.00-1.340.91-0.068.4642.98-6.94 续表4-14柱截面内力之二12-0.020.130.400.450.09-0.294.640.51-5.001.590.91-0.0620.7042.98-6.9413-7.6552.833.807.6552.83-3.801.0651.16-0.52-1.0651.160.520106.58014-13.2652.833.8013.2652.83-3.801.8051.16-0.52-1.8051.160.520106.58015-15.68-1.355.4915.68-1.35-5.49-6.8852.255.236.8852.25-5.230107.22016-7.36-1.355.497.36-1.35-5.49-15.0652.255.2315.0652.25-5.230107.220172.13-0.22-0.70-2.13-0.220.70-14.55-1.454.9414.55-1.45-4.940110.600180.79-0.22-0.70-0.24-0.220.70-6.19-1.454.946.19-1.45-4.940110.600 考虑如下几种荷载效应组合:①1.2恒载+1.4活载;②1.2恒载+1.4风载;③1.2恒载+1.40.9(活载+风载);④1.35恒载+1.40.7活载+1.40.6风载;⑤,其中对结构不利时取1.2,有利时取1.0,取1.3,为重力荷载代表值效应,为水平地震作用标准值的效应。4.5.1梁截面内力组合梁截面的荷载效应组合和内力组合如表4-15.从表中选取控制内力时,对地震效应组合还应考虑承载力抗震调整系数。对梁抗弯,=0.75;对梁抗剪,=0.85。如此得到的梁截面控制内力如表4-16。表4-15梁截面荷载效应组合与内力组合(设计值)梁截面组合项结果组合项结果组合项结果恒+活1①⑥-69.12①⑤⑦⑧⑨-128.01①⑤⑦⑧⑨120.132①⑤⑧188.07①⑥⑦⑨111.82①⑤⑦⑧⑨120.133①⑧⑨-193.03①⑤⑥⑦-299.18①⑤⑥-160.864①-64.92①⑤⑥⑦⑧⑨-106.15①⑤⑥⑦⑧⑨127.205①⑤⑧⑨228.20①⑥⑦157.33①⑤⑥⑦⑧⑨127.206①⑤⑥⑧-249.71①⑦⑨-359.29①⑨-191.60恒+风1①②-40.40①②-106.70①②82.172①②136.91①②106.95①②82.173①②-179.94①②-222.64①②-114.934①②-48.82①②-81.02①②90.625①②169.47①②154.58①②90.626①②-249.42①②-269.10①②-140.44恒+0.9(活+风)1①②⑥-39.73①②⑤⑦⑧⑨-152.40①②⑤⑦⑧⑨121.932①②⑤⑧194.94①②⑥⑦⑨99.35①②⑤⑦⑧⑨121.933①②⑧⑨-174.64①②⑤⑥⑦-308.60①②⑤⑥-161.864①②-50.43①②⑤⑥⑦⑧⑨116.52①②⑤⑥⑦⑧⑨126.215①②⑤⑧⑨228.28①②⑥⑦151.10①②⑤⑥⑦⑧⑨126.216①②⑤⑥⑧-241.81①②⑦⑨-358.14①②⑨-189.15恒+(0.7活+0.6风)1①②⑥-59.75①②⑤⑦⑧⑨-140.75①②⑤⑦⑧⑨120.242①②⑤⑧192.46①②⑥⑦⑨121.11①②⑤⑦⑧⑨120.243①②⑧⑨-207.86①②⑤⑥⑦-307.78①②⑤⑥-162.674①②-63.38①②⑤⑥⑦⑧⑨-111.56①②⑤⑥⑦⑧⑨128.145①②⑤⑧⑨233.08①②⑥⑦174.52①②⑤⑥⑦⑧⑨128.146①②⑤⑥⑧-279.08①②⑦⑨-367.59①②⑨-194.39重力荷载代表值+地震作用1④③162.88④③-384.81④③155.052④③251.66④③18.31④③155.053④③-6.18④③-397.87④③-180.514④③-10.76④③-172.96④③112.695④③185.54④③120.05④③112.696④③-145.83④③-278.93④③-146.41 表4-16梁截面的控制内力设计值(已考虑)梁截面数值控制荷载组合数值控制荷载组合数值控制荷载组合1122.16地震作用组合(右震)-288.61地震作用组合(左震)131.79地震作用组合(左震)2194.94恒活风组合13.73地震作用组合(左震)131.79地震作用组合(左震)3-4.64地震作用组合(左震)-308.60恒活风组合-162.67恒活风组合4-8.07地震地震作用组合(右震)-129.72地震作用组合(左震)128.14恒活风组合5233.08恒活风组合90.04地震作用组合(左震)128.14恒活风组合6-109.37地震作用组合(左震)-367.59恒活风组合-194.39恒活风组合4.5.2柱截面内力组合C30混凝土,钢筋用Ⅲ级钢,。取,界限轴力设计值为按标准值计算,有:。轴压比为0.15时的设计轴力为:柱截面的内力组合见表4-17。柱截面受偏压时,当轴压比小于0.15时,承载力抗震调整系数为0.75;当轴压比不小于0.15时,为0.8。此处的轴压比是进行承载力抗震调整之前的轴压比。柱截面受剪时为0.85。由此的柱截面内力组合结果见表3-18,此表中的地震作用组合项已计入了,方法是:对正截面内力,弯矩和轴力均乘以;对抗剪计算中用到的剪力和轴力,仅剪力乘以。 表4-17柱截面荷载效应组合与内力组合(力的单位为;弯矩的单位为)截面组合项组合项组合项组合项恒+活7①⑤⑥⑧⑨24.75799.35①⑤⑦⑨23.31871.40①⑥⑧15.96669.78①⑤⑧⑨24.25802.3113.958①⑤⑧⑨52.21757.69①⑤⑦⑨49.13826.78①⑥⑧29.99625.17①⑤⑧⑨30.80757.6913.959①⑤⑦⑧⑨87.99572.46①⑤⑥⑦⑨84.06576.29①⑧56.63442.2①⑤⑦86.18512.5239.5210①⑤⑥⑦67.11479.69①⑤⑥⑦⑨65.68542.22①⑧47.64408.13①⑤⑦65.81478.4539.5211①⑥⑦⑨113.00282.30①⑤⑥⑦⑧⑨108.78283.76①50.25184.41①⑥⑦⑧⑨67.02283.5849.7712①⑥⑦⑧⑨114.81249.51①⑤⑥⑦⑧⑨114.78249.69①63.73156.02①⑥⑦⑧⑨114.81249.5149.7713———①⑤⑥⑦⑧⑨01544.82①0920.36————14———①⑤⑥⑦⑧⑨01500.20———————15———①⑦⑧⑨01048.77———————16———①⑦⑧⑨01014.70———————17———①⑨0574.22———————18———①⑨0540.72———————恒+风7—————————————8—————————————9—————————————10—————————————11—————————————12—————————————13——————①②27.801104.43————14——————①②22.751059.82————15——————①②19.94752.36————16——————①②19.94718.30————17——————①②16.11419.95————18——————①②19.68385.88———— 续表4-17柱截面荷载效应组合与内力组合(力的单位为;弯矩的单位为)恒+0.9(活+风)7①②⑤⑥⑧⑨44.95801.38①②⑤⑦⑨82.46877.87———————8①②⑤⑧⑨66.66759.42①②⑤⑦⑨96.37833.25———————9①②⑤⑦⑧⑨97.05513.86①②⑤⑥⑦⑨93.51577.67———————10①②⑤⑥⑦80.15487.57①②⑤⑥⑦⑨78.86537.32———————11①②⑥⑦⑨117.59279.20①②⑤⑥⑦⑧⑨113.80280.51———————12①②⑥⑦⑧⑨125.46246.28①②⑤⑥⑦⑧⑨125.44246.44———————13—————————————14—————————————15—————————————16—————————————17—————————————18—————————————重力荷载代表值+地震作用7④③217.52861.09④③217.52861.09④③-177.97644.67④③217.52861.0974.518④③192.32816.32④③192.32816.32④③-114.77600.05④③192.32816.3274.519④③178.51541.91④③178.51541.91④③-41.92438.61④③178.51541.9183.7010④③173.08507.84④③173.08507.84④③-47.35404.54④③173.08507.8483.7011④③131.47247.68④③131.47247.68④③12.44216.92④③131.47247.6869.6912④③161.28213.61④③161.28213.61④③15.79182.85④③161.28213.6169.6913④③255.611195.43④③255.611195.43④③255.611195.43④③255.611195.4384.5014④③209.141150.81④③209.141150.81④③209.141150.81④③290.141150.8184.5015④③145.81791.69④③145.81791.69④③145.81791.69④③145.81791.6969.4316④③145,81757.62④③177.48757.62④③177.48757.62④③177.48757.6269.4317④③80.50410.28④③80.50410.28④③80.50410.28④③80.50410.2841.6618④③94.50376.21④③94.50376.21④③94.50376.21④③94.50376.2141.66 表4-18柱截面内力组合结果(力的单位为;弯矩的单位为;已计入)柱截面组合组合组合组合7地震174.02668.87恒活风82.46877.87地震-142.38515.74地震174.02668.878地震153.86653.06恒活96.37833.25地震-91.82480.04地震153.86653.069地震142.81433.53恒活风93.51577.67地震-31.44328.96地震142.81433.5310地震129.81380.88恒活65.68542.22地震-35.51303.40地震129.81380.8811地震113.00282.30恒活108.78283.76恒活50.25184.41地震98.60185.7612地震120.96160.21恒活114.78249.69恒活63.73156.02地震120.96160.2113地震204.49956.34恒活01544.82恒活0920.36地震204.49956.3414地震167.31920.65恒活01500.20恒风22.751059.82地震232.11920.6515地震116.65633.35恒活01048.77恒风19.94752.36地震116.65633.3516地震116.65606.10恒活01014.70恒风19.94718.30地震141.98606.1017地震60.38307.71恒活0574.72地震60.38307.71地震60.38307.7118地震70.88282.16恒活0540.72地震70.88282.16地震70.88282.16 4.6配筋设计4.6.1梁的配筋计算①正截面配筋计算梁作为T形截面时的有效翼缘宽度:;;。取三者最小值为有效翼缘宽度,即有效翼缘宽度为。截面正弯矩(截面底部)按单筋计算钢筋面积,结果见表3-19。同理可得截面负弯矩的配筋如表4-19所示。表4-19梁配筋计算结果截面123456纵筋底部计算面积527.9822.8420(构造)420(构造)985.5420(构造)实配2C20(628)3C20(942)2C20(628)2C20(628)2C16+2C20(1030)2C20(628)顶部计算面积1314.6420(构造)1415.5561.8420(构造)1722.7实配2C20+2C22(1388)2C20(628)2C20+2C25(1610)2C20(628)2C20(628)2C20+3C22(1769)箍筋计算(非加密)A8@200加密区梁端1050范围A8@150②斜截面抗剪配筋计算由表4-16,取剪力设计值为。,,取,由公式得,,取双肢A8,,,取,用A8@200,如表3-19所示。4.6.2柱的配筋计算①正截面配筋计算A轴底层柱强柱弱梁调整:左震时:,上柱相对线刚度,下柱相对线刚度,下柱分配系数, 上柱分配系数,下柱分得的弯矩:,乘以承载力抗震调整系数后:(8截面弯矩)故组合如下:8截面弯矩改为,7截面弯矩改为。右震时:,下柱分得的弯矩:,故组合如下:8截面弯矩改为,7截面弯矩改为。组合:,则,,,故不考虑附加弯矩的影响,按设计计算得。组合:,则,,故不考虑附加弯矩的影响,按设计计算得。由上可得,组合起控制作用,单侧配4C18(),侧边增配2C16,总配筋率,满足要求。A轴二层柱左震时:柱底分来的弯矩:(9截面弯矩),故9截面弯矩改为。右震时:柱底分来的弯矩:(9截面弯矩)。左震时:柱顶,分给此柱(10截面弯矩)右震时:柱顶,分给此柱(10截面弯矩) 组合(左震):,则,,故不考虑附加弯矩的影响,按设计计算得。组合(右震):,则,,故不考虑附加弯矩的影响,按设计计算得,不起控制作用。由上可得,组合起控制作用,单侧配4C18+1C12(),侧边增配2C16,总配筋率,满足要求。A轴顶层柱左震时:柱底分来的弯矩:(11截面弯矩),故11截面弯矩改为。右震时:柱底分来的弯矩:(11截面弯矩)。左震时:柱顶处梁的,分给此柱(12截面弯矩)右震时:柱顶处梁的,分给此柱(12截面弯矩)。组合(左震):,则,,故不考虑附加弯矩的影响,按设计计算得。组合(右震):,则,,故不考虑附加弯矩的影响,按设计计算得,不起控制作用。由上可得,组合起控制作用,单侧配4C18(),侧边增配2C 16,总配筋率,满足要求。B轴底层柱强柱弱梁调整:左震时:,上柱相对线刚度,下柱相对线刚度,下柱分配系数,上柱分配系数,下柱分得的弯矩:(14截面弯矩),故组合如下:14截面弯矩改为,13截面弯矩改为。右震时:,下柱分得的弯矩:,由对称性,此不起控制作用。组合:,则,,,故不考虑附加弯矩的影响,按设计计算得。恒活组合:轴压,,,查表得,故不起控制作用。由上可得,组合起控制作用,单侧配4C18(),侧边增配2C16,总配筋率,满足要求。B轴二层柱左震时:柱底分来的弯矩:(15截面弯矩),柱顶,分给此柱(16截面弯矩)右震时: 柱顶,由对称性,此不起控制作用。组合(左震):,则,,故不考虑附加弯矩的影响,按设计计算得。组合(恒活):轴压,,,查表得,故不起控制作用。由上可得,组合起控制作用,单侧配4C16(),侧边增配2C16,总配筋率,满足要求。B轴顶层柱左震时:柱底分来的弯矩:(17截面弯矩)。柱顶处梁的,分给此柱。右震时:柱顶处梁的,由对称性,此不起控制作用。组合(左震):,则,,故不考虑附加弯矩的影响,按设计计算得。组合(恒活):轴压,,,查表得,故不起控制作用。由上可得,组合起控制作用,单侧配4C16(),侧边增配2C16,总配筋率,满足要求。②斜截面抗剪配筋计算构造配箍A8@200。 计算式:A轴底层柱剪力组合值最大:,,取,,可见,柱抗剪配箍均按构造选配A8@200。③柱端加密区箍筋计算A轴底层柱柱箍筋加密区的体积配箍率,其中按C35算为16.7。柱轴压比为,查得,故,故取。采用井字复合箍,则,令,解得,取A8,,则,取A8@100。B轴底层柱柱轴压比为,查得,故。采用井字复合箍,,取A8,,则,取A8@100。柱配筋汇总于表3-20。节点区箍筋选用A8@100。节点区受剪承载力计算:截面条件:承载力条件:其中,对顶层中间节点和端节点:; 对其他层中间节点和端节点:;,正交梁的约束影响系数,,,,,,,(偏安全)。在所考虑范围内,需验算B轴二层节点和顶层节点。B轴二层节点对此节点,前面已算出,从而,验算截面条件:,可以。按4肢A8@100验算承载力条件:,可以。B轴顶层节点对此节点,前面已算出,从而,验算截面条件:,可以。按4肢A8@100验算承载力条件:,可以。表4-20柱和节点配筋汇总项目A轴底层A轴二层A轴顶层B轴底层B轴二层B轴顶层纵筋每边4C18,每侧增配2C16每边4C18+1C12,每侧增配2C16每边4C18,每侧增配2C16每边4C18,每侧增配2C16每边4C16,每侧增配2C16每边4C16,每侧增配2C16箍筋A8@200A8@200A8@200A8@200A8@200A8@200柱端箍筋加密区柱上端900柱上下端700柱上下端700柱上端900柱上下端700柱上下端700 内及柱下端1800内配A8@100内配A8@100内配A8@100内及柱下端1800内配A8@100内配A8@100内配A8@100节点A8@100A8@100注:所有箍筋均为井字复合箍。5.基础设计采用钢筋混凝土柱下条形基础。混凝土采用C30(,);受力钢筋采用HRB400(),纵向分布钢筋和箍筋采用HPB300()。根据工程地质勘察报告,选取第②层粉质粘土作为持力层,其地质特性为:褐黄色,平均层厚2.50,压缩系数,呈中压缩性,土质相对较好,容许承载力。基础埋深-1.800。基础所受荷载如图5-1,5-2所示。图5-1边柱柱下条形基础荷载分布图5-2中柱柱下条形基础荷载分布5.1边柱柱下条形基础设计5.1.1基础尺寸确定及横向配筋计算①求荷载合力重心位置由于荷载对称,所以基础梁的中点即为荷载合力重心位置。②选定基础梁的长度和悬臂尺寸基础梁从①轴线的外伸长度,取,则基础梁的总长度和从⑦轴线的外伸长度分别为:如此处理后,荷载重心与基础形心重合。③确定条形基础的底面积和底板宽度基础底面积, 由于附加偏心弯矩较小,可不考虑附加弯矩对基础底面积的影响。则底板宽度,取,实际。④确定翼板厚度及横向钢筋配筋计算简图如图5-3。图5-3边柱柱下条形基础横向计算简图(单位:mm)基础边缘处的最大和最小地基净反力:验算截面I距基础边缘的距离:验算截面的剪力设计值:基础的计算有效高度:根据构造要求,肋梁高度为,取800mm,翼板厚度取300mm,基础高度取400mm,混凝土保护层厚度取40mm,则基础有效高度,满足要求。基础验算截面的弯矩设计值: 基础每延米的受力钢筋截面面积:选配C10@200,,满足要求。5.1.2确定基础梁的纵向内力及配筋基础梁的纵向内力计算采用倒梁法,计算简图如图5-4(a)。基础总长度41.2m,基底宽度2.5m。基础沿纵向的地基净反力。将条形基础视为q作用下的六跨连续梁,如图5-4(b)所示。用弯矩分配法计算梁的初始内力和支座反力:弯矩:,,,剪力:支座反力:,计算调整荷载:由于支座反力与原柱荷载不相等,需进行调整,将差值折算成分布荷载:调整荷载的计算简图如图5-4(c)。计算调整荷载作用下的连续梁内力与支座反力:弯矩:,,, 剪力:支座反力:,将两次计算结果叠加:这些结果与柱荷载已非常接近,可停止迭代计算。计算连续梁的最终内力:弯矩:,剪力:,,,最终的弯矩图与剪力图如图5-4(d)(e)。(a)(b) (c)(d)(e)图5-4边柱柱下条形基础计算简图及结果(a)基础荷载分布;(b)倒梁法计算简图;(c)调整荷载计算简图;(d)最终弯矩图;(e)最终剪力图。基础梁的配筋计算:基础梁简化为倒T形截面进行计算,简化后的截面如图5-5。基础梁的计算跨度:,且,,取。基础梁的受压翼缘计算宽度:;;。取。 图5-5边柱基础梁简化计算截面(单位:mm)基础梁抗弯计算:对于基础梁腹板受压的情况:由前面算得的基础梁弯矩图可知,所有使基础梁腹板受压的弯矩,其值均小于,故中和轴位于腹板内。基础梁底部配筋计算见表5-1。表5-1基础梁底部配筋计算截面A、GB、FC、ED设计弯矩214.83508.75443.23470.03受压区高度33.6982.5071.3275.87802.941966.251699.791808.24选配4C204C16+4C202C18+4C206C20实际1257206117661885对于基础梁翼缘受压的情况:由前面算得的基础梁弯矩图可知,所有使基础梁翼缘受压的弯矩,其值均小于,故中和轴位于翼缘内。基础梁顶部配筋计算见表5-2。表5-2基础梁顶部配筋计算截面AB段、FG段BC段、EF段CD段、DE段设计弯矩331.46199.18229.62受压区高度15.159.0710.461223.44732.45844.7选配4C204C204C20实际125712571257基础梁最小配筋面积,基础梁上下各通长4C20,总,满足要求。 基础梁抗剪计算:基础梁内最大剪力。,,需计算配筋。,取。由得,,取A8四肢箍,,取,选配A8@200。5.1.3地基承载力验算因,取进行计算。查表得。基底平均压力:基底最大压力:故地基承载力满足要求。5.2中柱柱下条形基础设计5.2.1基础尺寸确定及横向配筋计算①求荷载合力重心位置由于荷载对称,所以基础梁的中点即为荷载合力重心位置。②选定基础梁的长度和悬臂尺寸基础梁从①轴线的外伸长度,取,则基础梁的总长度和从⑦轴线的外伸长度分别为:如此处理后,荷载重心与基础形心重合。③确定条形基础的底面积和底板宽度 基础底面积,则底板宽度,取,实际。④确定翼板厚度及横向钢筋配筋计算简图如图5-6。图5-6中柱柱下条形基础横向计算简图(单位:mm)基础边缘处地基净反力:验算截面I距基础边缘的距离:验算截面的剪力设计值:基础的计算有效高度:根据构造要求,肋梁高度为,取800mm,翼板厚度取300mm,基础高度取400mm,混凝土保护层厚度取40mm,则基础有效高度,满足要求。基础验算截面的弯矩设计值:基础每延米的受力钢筋截面面积:选配C14@150,,满足要求。5.2.2确定基础梁的纵向内力及配筋基础梁的纵向内力计算采用倒梁法,计算简图如图5-7(a)。基础总长度41.2m,基底宽度4.2m。 基础沿纵向的地基净反力。将条形基础视为q作用下的六跨连续梁,如图5-7(b)所示。用弯矩分配法计算梁的初始内力和支座反力:弯矩:,,,剪力:支座反力:,计算调整荷载:由于支座反力与原柱荷载不相等,需进行调整,将差值折算成分布荷载:调整荷载的计算简图如图5-7(c)。计算调整荷载作用下的连续梁内力与支座反力:弯矩:,,,剪力:支座反力:,将两次计算结果叠加: 这些结果与柱荷载已非常接近,可停止迭代计算。计算连续梁的最终内力:弯矩:,剪力:,,,最终的弯矩图与剪力图如图5-7(d)(e)。(a)(b)(c) (d)(e)图5-7边柱柱下条形基础计算简图及结果(a)基础荷载分布;(b)倒梁法计算简图;(c)调整荷载计算简图;(d)最终弯矩图;(e)最终剪力图。基础梁的配筋计算:基础梁简化为倒T形截面进行计算,简化后的截面如图5-8。基础梁的计算跨度:,且,,取。基础梁的受压翼缘计算宽度:;;。取。图5-8中柱基础梁简化计算截面(单位:mm)基础梁抗弯计算:对于基础梁腹板受压的情况:由前面算得的基础梁弯矩图可知,所有使基础梁腹板受压的弯矩,其值均小于,故中和轴位于腹板内。基础梁底部配筋计算见表5-3。表5-3基础梁底部配筋计算截面A、GB、FC、ED设计弯矩378.05895.25779.95827.12受压区高度60.37152.61130.88139.681438.823637.213119.313329.04选配3C20+2C254C20+5C254C20+4C253C20+5C25 实际1924371132203397对于基础梁翼缘受压的情况:由前面算得的基础梁弯矩图可知,所有使基础梁翼缘受压的弯矩,其值均小于,故中和轴位于翼缘内。基础梁顶部配筋计算见表5-4。表5-4基础梁顶部配筋计算截面AB段、FG段BC段、EF段CD段、DE段设计弯矩583.28350.50404.06受压区高度26.8716.0318.512169.891294.511494.78选配4C20+2C252C20+2C252C20+2C25实际223816101610基础梁最小配筋面积,基础梁上部通长2C20+2C25,,下部通长3C20+2C25,总,,配筋率满足要求。基础梁抗剪计算:基础梁内最大剪力。,,需计算配筋。,取。由得,,取A10四肢箍,,取,选配A10@100。5.2.3地基承载力验算因,取进行计算。查表得。基底平均压力: 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