土木工程建筑工程毕业设计办公楼

.67/68前言大学四年的学习生活即将结束,毕业设计将成为我们展示四年学习成果的一个最好平台。毕业设计是大学本科教育的一个重要阶段,可以将我们所学的理论知识付诸于实践,是毕业前的综合学习阶段,是对大学期间所学专业知识的全面总结。它涉及到房屋建筑学、高层建筑、抗震、混凝土、结构力学等多门课程,应用到了很多重要实用的专业知识,比如有底部剪力法、D值法、反弯点法和弯矩分配法等,又涉及钢筋混凝土的配筋和计算,几乎涉及到了所有专业知识。为了做好本次毕业设计,我对大学所学的专业知识进行了及时而全面的复习,查补了以前学习上的漏洞,并借阅了许多相关的书籍和规范。我会很好的把握这次毕业设计的机会,将以前所学的知识应用到实践中去,这无论对以后的学习还是工作都将起到莫大的帮助。我所选择的毕业设计题目是XX市政府办公楼设计,采用框架结构。框架结构是目前应用最为广泛的结构形式之一,这种结构形式建筑平面布置灵活,可以做成较大空间的会议室,车间,住宅等,可以分割成小房间,或拆除隔断改成大空间结构,立面也富有变化。通过合理的设计,框架结构本身的抗震性能良好,能承受较大荷载,能承受较大变形。因此,我所设计的市政府办公楼非常适合选用这种结构形式。本次设计主要分为建筑设计和结构设计。建筑设计包括：总平面图、平面图、立面图、剖面图及节点详图。结构设计包括：梁板布置图和配筋图。根据民用建筑实用、经济原则,在可能的条件下,注意美观的原则,本设计首先考虑办公楼的实用性,经济性,充分显示现代建筑的特点。结构计算严格按照最新国家规范的要求进行。在毕业设计的三个月里,在指导教师的帮助下,经过资料查阅、设计计算、论文撰写以及外文翻译,我加深了对新规范、规程、手册等相关内容的理解,巩固了专业知识、提高了综合分析、解决问题的能力,进一步掌握了Excel、Word、AutoCAD及天正等软件的使用,以上这些说明从不同方面达到了毕业设计的目的与要求。本次设计得到了指导教师们的大力帮助,在此特别表示感谢,尤其对我的指导教师孙芳锦老师表示感谢。由于框架结构设计的计算工作量很多,包括地震作用、风荷载作用、恒载作用、活载作用下的梁端、柱端剪力、框架梁、柱的内力组合以及内力值的调整。在计算过程中以手算为主,辅以一些Excel计算软件的校正。由于自己水平有限,难免有不妥和疏忽之处,敬请各位老师批评指正。二零一零年六月十五日1设计基本资料1.1初步设计资料XX市徐水县拟兴建6层国土资源局,建筑面积约5283.24m²,长50.9m,宽17.3m。拟建房屋所在地的设计地震动参数αmax=0.08,Tg=0.35s,基本雪压S0=0.40KN/m²,基本风压ω0=0.45KN/m²,地面粗糙度为B类。年降雨量578mm,日最大降雨量85mm。常年地下水位于地表下-7.5m,水质无侵蚀性。地区表面为一般粘土层,下部为砂土,冻土深度-1.0米,承载力情况良好。土的重度为18KN/m³,孔隙比为0.8,液性指标为0.85,地基承载力特征值fak=230KN/m²。1.2设计任务a建筑图纸：总平面图,首层平面、标准层平面图,剖面图,屋面防水、主要立面图,各部分节点详图等。b结构图纸：结构布置图、框架配筋图、梁柱截面配筋图等。c结构计算说明书：1>计算一榀框架的内力及配筋。2>对典型楼板进行必要的设计验算。3>外文文献及翻译。1.3设计过程1>确定结构体系与结构布置2>根据经验对构件进行初估3>确定计算模型及计算简图4>荷载计算5>内力计算及组合6>构件设计7>编写设计任务说明书8>图纸绘制1.4建筑设计工程概况该工程为框架结构体系多层办公楼,主体为6层,高25.2米,建筑面积约5283.42m²。1～6层层高均为3.6m,局部突出电梯间为3.6m,1.4.2平面设计由于本建筑冬季气温较低,因此采用内廊式办公楼,走廊净宽为2.4m,柱网为7.2m×7.2m。首层设有值班室,接待室,配电室,档案室,资料室,食堂,开水间,传达室等；2~6层是标准层,设有办公室,会议室,,活动室,咖啡厅,杂物室,单人办公室；顶层设有大会议室,局长办公室和图书阅览室,。为了办公的舒适,每层均设有开水间。1.4.3立面设计建筑物高度25.2m,高宽比H/B=1.46<4,可以采用底部剪力法计算水平地震作用。顶层设电梯机房,屋面为上人屋面,女儿墙高为1.2m。本建筑的窗一般采用双层塑钢窗,且为平推窗,因为双层窗具有保温的作用,而推拉窗在高层建筑中使用起来比平面方便,可使之免于受风的破坏,窗的尺寸为2.4m×1.5m和1.2m×1.5m。为了避免地坪层受潮,使室内外地坪标高差为600mm,为了解决这个600mm的高差,使人容易上到地坪层,在门厅前做了三个台阶,台阶是供人们正常出入的,由于台阶伸出屋面,为了防雨而在其上设置了雨蓬。1.4.4剖面设计建筑主体为6层,层高均为3.6m,室内外地坪高差为600mm,为了室内装修和阻隔结构层中需要,进行吊顶,这样楼中各种电线,保温管等都从吊顶中穿过,为了避免上下层之间固体传声,在吊顶中加入吸音材料。2结构布置及计算简图2.1结构布置及梁、柱截面尺寸的初选2.1.1结构平面布置方案根据办公楼的结构型式、受力特点和建筑使用要求及施工条件等因素综合考虑,本设计采用现浇钢筋混凝土框架结构。主体结构6层,层高为3.6m。建筑物总高为25.2m。根据办公楼的使用功能要求,并考虑柱网的布置原则,本工程主体柱网为7.2m×7.2m。填充墙内墙采用200mm厚的加气混凝土砌块砌筑,外墙采用300mm厚的加气混凝土砌块砌筑。门为木门和玻璃门,窗为塑钢窗。图2-1平面结构布置图Fig.2-1Flatdistributionofthestructure图2-2结构计算简图Fig.2-2Drawingofthestructuraldesign梁截面尺寸初选楼盖及屋盖均采用现浇钢筋混凝土结构,楼板厚度按跨度的1/45估算,取楼板厚度为120mm。梁的截面尺寸应满足承载力、刚度及延性要求。截面高度按一般取梁跨度l的1/12～1/8估算。为防止梁产生剪切脆性破坏,梁的净跨截面高度之比不宜小于4。由此估算梁的截面尺寸见表2-1,表中还给出了各层梁、柱和板的混凝土强度等级。其设计强度C35〔fc=16.7N/m²,ft=1.57N/m²,C30<fc=14.3N/m²,ft=1.43N/m²>。表2-1梁截面尺寸及各层混凝土强度等级Form2-1Thesectionalsizeofaroofbeamoftheformandgradeofintensityofeverylayerconcrete`混凝土强度等级横梁b×hABCDBC纵梁b×h次梁b×h2-6C30350×750250×450350×750300×6001C35350×750250×450350×750300×6002.1.3柱截面尺寸初选1>柱的轴压比设计值按照公式1-1计算： <2-1>式中：β：考虑地震作用组合后柱轴力压力增大系数,边柱取1.3,等跨内柱取1.2,不等跨取1.25；F：按照简支状态计算柱的负载面积；g：折算后在单位面积上的重力荷载代表值,近似取；n：验算截面以上楼层层数；2>框架柱验算 <2-2>由计算简图2-1可知边柱和中柱的负载面积分别为7.2×3.6m²和7.2×4.8m²。由公式〔2-2得第一层柱截面面积为：边柱中柱如取柱截面为正方形,则边柱和中柱截面高度分别为410.4mm和410mm。根据上述计算结果并综合考虑其它因素,本设计中柱截面尺寸取值如下：1层2～6层框架结构平面布置如图2-1所示,计算简图如图2-2所示。取顶层柱的形心线作为框架柱的轴线,梁轴线取至板底,2-6层柱高度即为层高3.6m；基础选用独立基础,基础埋深取2.5m。底层柱高度从基础顶面取至一层板底,即。3重力荷载代表值计算3.1屋面及楼面的永久荷载标准值1>顶层上人屋面30厚细石混凝土保护层 5mm厚的焦油聚氨酯防水涂料20厚水泥砂浆找平层 150厚水泥蛭石保温层 120厚钢筋混凝土板 V型轻钢龙骨吊顶 合计 2>1～5层楼面瓷砖地面〔包括水泥粗砂打底100厚钢筋混凝土板 V型轻钢龙骨吊顶 合计 3.2屋面及楼面可变荷载标准值上人屋面均布活荷载标准值 楼面活荷载标准值 屋面雪荷载标准值 式中：μr为屋面积雪分布系数,取。3.3梁、柱墙门重力荷载标准值计算梁、柱可根据截面尺寸,材料容重及粉刷等计算出单位长度上的重力荷载。计算结果见表3-1。表3-1梁、柱重力荷载标准值Form3-1Roofbeam,postgravityloadstandardvalue层次构件bmhmγKN/m³βGKNlimnGiKNΣGiKN1边横梁0.350.75251.057.3836.616791.462679.46中横梁0.250.40251.052.6251.8839.9次梁0.300.60251.054.7257.014463.05纵梁0.350.75251.057.3836.6281385.05柱0.600.60251.109.95.68362024.3522024.3522~6边横梁0.350.75251.057.3836.7516791.462679.46中横梁0.250.40251.052.6251.95839.9次梁0.300.60251.054.7257.014463.05纵梁0.350.75251.057.3836.6281385.05柱0.450.45251.105.5693.636721.74721.74注：1>表中β为考虑梁、柱的粉刷层重力荷载而对其重力荷载的增大系数；G表示单位长度构件重力荷载；n为构件数量。2>梁长度取净长；柱长度取层高。3.4墙重力荷载标准值计算外墙为300mm厚加气混凝土砌块〔加气混凝土砌块密度为15KN/m3,外墙面贴瓷砖〔0.5KN/m²,内墙面为20mm厚抹灰,则外墙单位墙面重力荷载为：内墙为200mm厚加气混凝土砌块,两侧均为20mm厚抹灰,则内墙单位墙面重力荷载为：木门单位面积重力荷载为0.2；铝合金门窗单位面积重量取0.4。3.5重力荷载代表值集中于各质点的重力荷载Gi,为计算单元范围内各层楼面上的重力荷载代表值及上下各半层的墙、柱等重量。各可变荷载的组合值系数按规范规定采用：无论是否为上人屋面,其屋面上的可变荷载均取雪荷载。简单的计算过程如下：顶层重力荷载代表值包括：屋面恒载、50%屋面荷载、梁自重、半层柱自重、半层墙自重。其它层重力荷载代表值包括：楼面荷载、50%楼面均布活荷载、梁自重、楼面上下个半层的柱自重、墙自重。第一层：楼板面积：柱：外墙面积：铝合金门窗：内墙面积：内墙木门铝合金门窗：木门：第二~五层：第六层：机房：建筑物总重力和在标准值为:图3-1各质点重力荷载代表值Figure3-1variousparticlesgravityloadrepresentativeplants4框架侧移刚度计算4.1框架梁的线刚度计算表4-1横梁线刚度计算表Form4-1Linerigidityibreckonerofthecrossbeam类别层次ECN/mm²bmmh,mmI0,mm4l,mmEc×I0/lN·mm1.5Ec×I0/lN·mm2.0Ec×I0/lN·mm边横梁13.15×10435075072005.768×10108.652×101011.54×10102~63.0×10435075072005.493×10108.24×101010.986×1010走道梁13.15×1042504001.333×10924001.7496×10102.6244×10103.5×10102~63.0×1042504001.333×10924001.6661×10102.5×10103.334×1010表4-2柱线刚度ic计算表Form4-2Threadrigidityicreckonerofthepost层次hc,mmEc,N/mm2>b×h,mm2I0,mm4EcI0/hc,N·mm156803.15×104600×6001.08×10105.9894×10102~636003.0×1044450×4503.417×102.8475×1010图4-1C-10柱及与其相连梁的相对线刚度Figure4-1C-10columnanditsconnectedLiang'srelativestiffness根据梁、柱线刚度比的不同,结构平面布置图中的柱可分为中框架中柱和边柱、边框架中柱和边柱等。现以第2层C-10柱的侧移刚度计算为例,说明计算过程,其余柱的计算过程从略,计算结果分别见表4-3和表4-4。第2层C-3柱及与其相连的梁的相对线刚度如图4-1所示,图中数据取自表4-1和表4-2。图4-1C-10柱及与其相连梁的相对线刚度得：表4-3中框架各柱侧移刚度D值〔N/mmForm4-3TheframepostsideofChinamovesrigidityDvalue层次边柱〔14根αcDi1中柱〔14根αcDi2ΣDi15.02810.7154188653.85740.65861736850726225.15380.7204189973.9540.6641175135111403~62.51040.6674148681.92610.617913765400862表4-4边框架柱侧移刚度D值<N/mm>Form4-4TheframepostsidemovesrigidityDlue层次A-1,D-1,A-10,D-10,αcDi1B-1,C-1,B-8,C-10,αcDi2ΣDi12.89330.5613148023.77110.65341723012812822.96560.5972157483.86530.659173781325043~61.44460.5645125761.88280.613713672104992将上述不同情况下得到的同层框架柱侧移刚度相加,即得框架各层层间侧移刚度∑Di,如表4-5所示。表4-5横向框架层间侧移刚度〔N/mmForm4-5Thesidemovesrigidityamongthehorizontalframelayer层次123456∑Di505854643644635390635390635390635390由表可知,,故该框架为规则框架。5横向水平荷载作用下框架的内力和侧移计算5.1横向水平地震作用下框架的内力和侧移计算5.1.1横向自振周期计算按公式5-1〔5-1将折算到主体结构的顶层,即结构顶点的假想位移由公式5-2～公式5-4。计算过程间表5-1,其中第6层的Gi为G7与Ge之和。〔5-2〔5-3〔5-4表5-1结构顶点的假想位移计算Form5-1Theimaginationdisplacementofthesummitpinnacleofthestructureiscalculated层次Gi,kNVGi,kN∑Di,N/mm△ui,mmui,mm611065.0311065.0363593017.4428.9512374.24323439.27363593036.9411.5412374.24335813.51663593056.41374.6312374.24348187.75963539075.8318.2212374.24360562.00264364494.1242.4114448.5975010.592505854148.3148.3按公式5-5〔5-5计算基本周期T1,其中μT的量钢为m,取YT=0.7,则5.1.2水平地震作用及楼层地震剪力计算本设计中,结构主体高度不超过40m,质量和刚度沿高度分布比较均匀,变形以剪切型为主,故可用底部剪力法计算水平地震作用。结构总水平地震作用标准值计算如下：因,所以应考虑顶部附加水平地震作用。顶部附加地震作用系数δn经查表,计算得：各质点的水平地震作用按公式5-6〔5-6计算。将上述δn和FEK代入可得具体计算过程见表5-2。各楼层地震剪力按公式5-7〔5-7计算,结果列入表5-2表5-2各质点横向水平地震作用及楼层地震剪力计算表Form5-2Cutthestrengthreckonerineveryparticlehorizontalhorizontalearthquakefunctionandfloorearthquake层次Hi,mGi,KNGiHi,KN·mGiHi／∑GiHiFi,KNVi,KN27.28517.0514105.120.01331.88×3=95.6495.64623.6810430.07246984.060.231558.47590.35520.0812374.243248474.80.232562.071152.42416.4812374.243203927.520.191461.491613.91312.8812374.243159380.250.149360.831974.7429.2812374.243114832.980.107260.082238.8215.6814448.5982067.990.077185.952420.77各质点水平地震作用及楼层地震剪力沿房屋高度的分布见图5-1图5-1横向水平地震作用及楼层地震剪力Fig5-1crosswisehorizontalearthquakefunctionandfloorearthquakeshearingforce5.1.3多遇水平地震作用下的位移验算水平地震作用下框架结构的层间位移△ui和顶点位移ui分别按公式5-8和公式5-9。〔5-8〔5-9计算。计算过程见表5-3。表中还计算了各层的层间弹性位移角。表5-3横向水平地震作用下的位移验算Form5-3Displacementcheckingcomputationsunderhorizontalhorizontalearthquakefunction层次Vi,KN∑Di,N/mm△ui/mmui/mmhi/mmθe=6590.3563563900.9316.6736001/387451152.4263563901.8115.7436001/198441613.9163563902.5413.9336001/141731974.7463563903.1111.3736001/115822238.826436443.478.2636001/103612420.775058544.794.7956801/1186由表5-3可见,最大层间弹性位移角发生在第3层,其值为1/1036〈1/550,满足要求,其中限值。5.1.4水平地震作用下框架内力计算以图2-1中⑩轴线横向框架内力计算为例,说明计算方法,其余框架内力计算从略。框架柱端剪力及弯矩分别按公式5-10和公式5-11。<5-10><5-11>计算,其中Dij取自表4-3,∑Dij取自表4-5,层间剪力取自表5-2。各柱反弯点高度比y按公式5-12。<5-12>确定。本例中底层柱需考虑修正值y2,第2层柱需考虑修正值y1和y3,其余柱均无修正。具体计算过程及结果见表5-4、表5-5。表5-4各层边柱端弯矩及剪力计算Form5-4Curvedsquareofpostendofeverysidelayerandcuttingstrengthcalculated层次hi,mVi,KN∑DijN/mm边柱Di1N/mmVi1NKymMijbKN·mMijuKN·m63.6590.356353901736816.143.85740.4526.1431.9553.61152.426353901736831.503.85740.556.756.743.61613.916353901736844.123.85740.579.4179.4133.61974.746353901736853.983.85740.597.1697.1623.62234.826436441751360.813.9540.5033110.18109.4515.682420.775058541376565.871.92610.603695225.88148.274表5-5各层中柱端弯矩及剪力计算Form5-5Curvedsquareofpostendofeverymiddlelayerandcuttingstrengthcalculated层次hi,mVi,kN∑DijN/mm中柱Di1N/mmVi1NKymMijbKN·mMijuKN·m63.6590.356353901886517.535.02810.4528.3934.7053.61152.426353901886534.225.02810.561.5961.5943.61613.916353901886547.925.02810.586.2586.2533.61974.746353901886558.635.02810.5105.54105.5423.62234.826436441899765.965.15380.5118.73118.7315.682420.775058541486871.152.51040.5755232.586171.546注：表中M量纲为KN·m,V量纲为KN。梁端弯矩、剪力及柱轴力分别按公式5-13～公式5-15<5-13><5-14><5-15>计算。其中梁线刚度取自表5-1,具体计算过程见表5-6。表5-6梁端弯矩、剪力及柱轴力计算Form5-6Curvedsquareofroofbeamend,cuttingthestrengthandstrengthofaxisofacylindercalculated层次边梁走道梁柱轴力7MblMbrlVbMblMbrlVb边柱N中柱N631.9526.647.28.148.068.062.46.72-8.141.42582.8469.097.221.120.8920.892.417.41-29.245.114136.11113.517.234.6734.3334.332.428.61-63.9111.173176.57147.267.244.9844.5344.532.437.11-108.8919.042206.61172.27.252.6152.0752.072.443.39-161.528.261258.454220.887.266.5767.467.42.456.17-232.1438.66注：1柱轴力的负号表示拉力,当为左地震作用时,左侧两根柱为拉力,对应的右侧两根柱为压力。2表中M单位为kN·m,V单位为KN,N单位为KN,l单位为m。水平地震作用下框架的弯矩图、梁端剪力图及柱轴力图如图所示。图5-2地震作用下的框架弯矩Fig5-2Thesqareofframeunderearthquake图5-3地震作用下的框架梁端剪力及柱轴力图Fig5-3Thestrenghofbeamandaxisofpillarunderearthquake5.2横向风荷载作用框架结构内力和侧移计算5.2.1风荷载标准值基本风压ω0=0.45KN/m²,µs=0.8〔迎风面,µs=-0.5〔背风面,B类地区,H/B=23.68/50.9=0.465,由表查v=0.42,T1=0.78s,ω0T1²=0.4×0.78²=0.274KN.s²/m²,ξ=1.3022,,仍取⑩轴线横向框架,其负载宽度为7.8m,由公式得沿房屋高度的荷载标准值根据各层标高处的高度Hi由表查取µz,代入上式可得各楼层标高处的q<z>见下表5-7,q<z>沿房屋高度的分布见下图5-3表5-7沿房屋高度分布风荷载标准值Form5-7Highlydistributethewindandloadstandardvaluealongthehouse层次HiHi/Hµzβzq1<z>,KN/mq2<z>,KN/m622.21.001.28741.03.3372.086518.60.8381.21921.03.161.9754150.6761.141.02.9551.847311.40.5141.03921.02.6941.68427.80.3511.0001.02.5921.6214.20.1891.0001.02.5921.62图5-4风荷载沿房屋高度的分布<单位：KN/m>Fig5-4Highwindloaddistributionalongthehousing<KN/m>《荷载规范》规定,对于高度大于30m且高宽比大于1.5的房屋结构,应采用风振系βZ来考虑风压脉动的影响。本结构房屋高度H=28.15m<30m,且H/B=23.68/17.3=1.371.5,由表5-1可见βZ沿房屋高度在1.100~1.387范围内变化,即风压脉动的影响较小。因此,该房屋不必考虑风压脉动的影响。框架结构分析时,应按静力等效原理将图5-3的分布风荷载转化为节点集中荷载,如图5-4。例如,第5层的集中荷载F5的计算过程如下：图5-5等效节点集中风荷载<kN>Figure5-5ConcentratedwindloadingonequivalentnodalKN表5-8各层节点集中荷载Form5-8Everylayernodeconcentratesonloading层次123456集中荷载16.428615.163215.760817.287218.4869.76145.2.2风荷载作用下水平位移验算根据图5-4所示的水平荷载,由公式5-10计算层间剪力Vi,然后求出⑩轴线框架的层间侧移刚度,再式计算各层的相对侧移和绝对侧移。计算过程见下表5-9。表5-9风荷载作用下框架层间剪力及侧移Form5-9Cutstrengthandsidemoveamongtheframelayerunderthefunctionofloadingofwind层次Fi,kNVi,kN∑Di,N/mm△ui,mmui,mmHi,mm△ui/hi69.76149.7614724660.13474.667936001／26726518.48628.2474724660.38984.533236001／9236417.287245.5346724660.62844.143436001／5729315.760861.2954724660.84593.51536001／4256215.163276.4586730201.04712.669136001／3438116.426892.8854572661.6221.62242001／3502风荷载作用下框架最大层间位移角为1/3438<1/550,满足规范要求。5.2.3风荷载作用下框架结构内力计算表5-10风荷载作用边柱端弯矩及剪力计算Form5-10Thewindloadsthecurvedsquareofpostendoffunctionandcutsstrengthcalculated层次hi,mVi,KN∑DijN/mm边柱Di1N/mmVi1N/mmkymMijbKN·mMijuKN·m63.69.7672466173682.343.85740.453.794.6353.628.2572466173686.773.85740.512.1912.1943.645.53724661736810.913.85740.519.6419.6433.661.3724661736814.693.85740.526.4526.4523.676.46730201751318.343.9540.503333.2332.7914.292.89572661376522.331.92610.60395656.6437.14表5-11风荷载作用中柱端弯矩及剪力计算Form5-11Thewindloadsthecurvedsquareofpostendoffunctionandcutsstrengthcalculated层次hi,mVi,KN∑DijN/mm中柱Di1N/mmVi1N/mmkymMijbKN·mMijuKN·m63.69.7672466188652.545.02810.454.125.0353.628.2572466188657.355.02810.513.2413.2443.645.53724661886511.855.02810.521.3421.3433.661.3724661886515.965.02810.528.7228.7223.676.46730201899719.895.15380.535.8135.8114.292.89572661486824.122.51040.5755258.343表5-12风荷载作用下梁端弯矩﹑剪力及柱轴力Form5-12Curvedsquareofroofbeamendunderthefunctionofloadingofwind,cuttingthestrengthandstrengthofaxisofacylinder层次边梁走道梁柱轴力MblMbrlVbMblMbrlVb边柱N中柱N64.633.867.21.181.171.172.40.98-1.180.19515.9813.337.24.074.034.032.43.36-5.250.9431.8326.557.28.118.038.032.46.69-13.362.32346.0938.447.211.7411.6211.622.49.68-24.984.38259.2449.557.214.9814.9814.982.412.48-39.966.88170.3760.517.218.318.318.32.415.25-58.269.93横向框架在水平风荷载作用下的框架弯矩图、梁端剪力及柱轴力图如图5-6所示图5-6横向框架在水平风荷载作用下的框架弯矩图Fig5-6Thesqareofframeunderwindload图5-7横向框架在水平风荷载作用下的框架梁端剪力及柱轴力图Fig5-7Thestrenghofbeamandaxisofpillarunderwindload6竖向荷载作用下框架结构的内力计算6.1横向框架内力计算6.1.1计算单元取⑩轴线横向框架进行计算,计算单元宽度为7.8m,由于房间内布置有次梁,故直接传给该框架的楼面荷载如图中的斜线阴影线所示,计算单元范围内的其余楼面则通过次梁和纵向框架梁以集中力的形式传给横向框架,作用于各节点上。由于纵向框架梁的中心线与柱的中心线不重合,因此在框架节点上有集中力矩。图6-1横向框架计算单元Figure6-1ThediagramofCrosswiseframecomputingelement6.1.2荷载计算6.1.2.1恒载计算图6-2各层梁上作用的恒荷载Fig6-2ThediagramofPermanentloadofeachbeam在上图中,q1、q1´代表横梁自重,为均布荷载形式。对于第6层：,q2和q2´分别为房间和走道板传给横梁的梯形荷载和三角形荷载,由图7-2所示几何关系可以得出：,P1、P2分别为由边纵梁、中纵梁直接传给柱的恒载,它包括梁自重、楼板重等重力荷载,计算如下：集中力矩对2～5层,,集中力矩对1层,,集中力矩6.1.2.2活荷载计算活荷载作用下各层框架梁上的荷载分布如下图6-3所示图6-3各层梁上作用的活荷载Figure6-3ThediagramofTheliveloadofeachbea对于第7层,同理,在屋面雪荷载作用下,对2～5层,,对第1层,,将上述计算结果汇总,见表6-1和表6-2。表6-1横向框架恒载汇总表Form6-1Summaryinpermanentyearofthehorizontalframe层次q1KN/mq1´KN/mq2KN/mq2´KN/mP1KNP2KNM1KN·mM2KN·m67.3832.62518.48612.324199.4922186.23167.4816.9842～519.5812.62511.887.92190.78785229.72417.1558.615119.5812.62511.887.92188.505227.894421.20725.64表6-2横向框架活载汇总表Form6-2Summaryinlivingyearofthehorizontalframe层次q2,KN/mq2´,KN/mP1,KNP2,KNM1,KN·mM2,KN·m67.2〔1.444.8〔0.9632.4〔6.4846.8〔9.321.215〔0.2431.755〔0.3512～57.24.832.446.81.2151.75517.24.832.446.83.6455.265注：表中括号内数值对应于屋面雪荷载作用情况。6.1.3内力计算梁端、柱端弯矩采用弯矩二次分配法计算。由于结构和荷载均对称,故计算时可用半框架。弯矩计算过程如下图6-4和图6-5。梁端剪力可根据梁上竖向荷载引起来的剪力与梁端弯矩引起的剪力相叠加而得。柱轴力可由梁端剪力和节点集中力叠加而得到。计算柱底轴力还需要考虑柱的自重,如表6-6和表6-7所示。图6-4恒荷载作用下横向框架的二次分配法,kN·mFigure6-4Cacluationofmomentseconddistributionofthehorizontalframeofdeadload,kN·m图6-5活荷载作用下横向框架的二次分配法,kN·mFigure6-5Cacluationofmomentseconddistributionofthehorizontalframeofliveload,kN·m图6-6竖向恒荷载作用下框架弯矩图,kN·mFigure6-5Bendingmomentdiagramoftheverticalframeofdeadload图6-7竖向活荷载作用下框架弯矩图,kN·mFigure6-5Bendingmomentdiagramoftheverticalframeofliveload表6-3恒载作用下梁端剪力及柱轴力〔KNForm6-3Roofbeamendcutstrengthandstrengthofaxisofacylinderunderthefunctionpermanentyear层次荷载引起剪力AB跨BC跨VA=VBVB=VC弯矩引起剪力AB跨BC跨VA=-VBVB=VC总剪力AB跨BC跨VAVBVB=VC柱轴力A柱B柱N顶N底N顶N底676.4910.54-3.68072.8180.1710.54272.3292.35276.94296.995102.577.9-3.19099.38105.767.9582.51602.56629.84649.894102.577.9-3.22099.35105.797.9892.7912.75985.41005.453102.577.9-3.22099.35105.797.91202.891222.941340.961361.012102.577.9-3.26099.31105.837.91513.041533.091696.571716.621102.577.9-2.380100.19104.957.91821.791878.022049.462105.69表6-4活载作用下梁端剪力及柱轴力〔KNForm6-4Roofbeamendcutthestrengthandstrengthofaxisofacylinderunderthefunctionlivingyear层次荷载引起剪力AB跨BC跨VA=VBVB=VC弯矩引起剪力AB跨BC跨VA=-VBVB=VC总剪力AB跨BC跨VAVBVB=VC柱轴力A柱B柱N顶=N底N顶=N底619.44〔3.892.88〔0.58-3.3〔0.06016.14〔3.9522.74〔3.832.88〔0.5848.54〔10.4365.94〔13.37519.442.88-2.28〔-4.51017.17〔17.0721.72〔21.822.88118.16〔43.6150.91〔49.32419.442.88-2.34017.1021.782.88167.66〔63.65215.89〔69.37319.442.88-2.34017.1021.782.88217.16〔83.7280.87〔89.421219.442.88-3.22016.2222.662.88265.78〔103.75346.73〔109.47119.442.88-1.68017.7621.122.88315.94〔123.8411.05〔129.52注：表中括号内数值为屋面作用雪荷载〔0.20KN/m²,其它层楼面作用活荷载〔12KN/m²。V以向上为正。6.2横向框架内力组合6.2.1结构抗震等级结构的抗震等级可根据结构类型、地震烈度、房屋高度等因素,由查表可知,本工程的框架为三级抗震等级。6.2.2框架梁内力组合本例考虑了四种内力组合,即1.2SGk+1.4SQk,1.2SGk+0.9×1.4<SQk+Swk>,1.35SGk+SQk和1.2SGE+1.3Swk[2]。此外,对于本工程,1.2SGk+1.4Swk这种内力组合与考虑地震作用的组合相比一般比较小,对结构设计不起控制作用,故不予考虑。各层梁的内力组合结果见表6-5,表中SGk、SQk两列中的梁端弯矩M为经过调幅后的弯矩〔调幅系数取0.8。表6-5框架梁内力组合表Form6-5Theframesetsaroofbeaminplacetheinternalforcemakesformsup层次截面位置内力SGkSQkSEk一层AM-70.45-14.54±258.45V100.1917.76∓66.57B左M-84.14-17.77∓220.88V104.9521.12±66.57B右M-17.72-3.35±67.4V7.92.88∓56.17跨间MABMBC四层AM-59.95-12.59±136.11V99.3517.1∓34.67B左M-78.5-17.08∓113.51V105.7921.78±34.67B右M-23.71-5.74±34.33V7.92.88∓28.61跨间MABMBC六层AM-34.3-8.41±31.95〔-4.22V72.8116.14∓8.14〔3.95B左M-55.47-14.74∓26.64〔-3.88V80.1722.74±8.14〔3.83B左M-26.54-7.37±8.06〔-1.42V105.42.88∓6.72〔0.58跨间MABMBC层次截面位置内力γRE[1.2<SGk+0.5SQk>+1.3SEk]1.35SGk+SQk1.2SGk+1.4SQkV=γRE[ηvb<Mlb+Mrb>/ln+VGb]→←一层AM182.04-321.94-109.65-104.9186.96V37.69184.81153.02145.09B左M-299.08131.64-131.36-125.85V191.3744.26162.8155.51B右M48.26-83.17-27.27-25.9596.1V-52.5471.5913.5513.51跨间MAB274.89145.59MBC54.42-77.01四层AM73.41-192-93.04-89.13151.82V71.75148.36151.22143.16B左M-189.0132.34-123.06-118.11V157.3380.7164.6157.44B右M9.55-57.39-37.75-36.4975.8V-20.0941.1413.5513.51跨间MAB159.21487.38MBC15.71-51.24六层AM-3.5-65.81-54.72-52.9394.71V73.5191.49114.43109.97B左M-82.53-30.58-89.62-87.2V102.3684.38130.97128.04B左M-19.34-35.06-43.2-42.1732.34V101.55116.443.70145.17130.51跨间MAB127.88113.37MBC-11.28-27下面以第一层AB跨梁考虑地震作用的组合为例,说明各内力的组合方法。对支座负弯矩按相应的组合情况进行计算,求跨间最大正弯矩时,可根据梁端弯矩组合及梁上荷载设计值,由平衡条件确定。由图6-8可得图6-8均布载荷梯形荷载下的计算图形Figure6-8calculationgraphicsofuniformloadunderthetrapezoidalload若,说明x≤al,其中x为最大正弯矩截面至A支座的距离,则x可由下式求解：将求得的x值代入下式即可得跨间最大正弯矩若,说明,则同理,可求得三角形分布荷载和均布荷载6-9均布和三角形荷载下的计算图形Figure6-9calculationgraphicsofuniformandloadunderthetrapezoidalload作用下的VA、x和Mmax的计算公式x由下式解得本设计中,梁上荷载设计值：左震说明则,即解得则右震﹥7.2m说明发生在右支座则剪力计算：AB净跨左震右震则6.2.3框架柱内力组合取每层柱顶和柱底两个控制截面进行组合,组合结果及柱端弯矩设计值的调整下表,在考虑地震作用效应的组合中,取屋面为雪荷载时的内力进行组合。表6-6横向框架A柱弯矩内力组合表Form6-6ThecurvedsquareofhorizontalframeApostandaxlestrengthassociation层次截面内力SGkSQkSEk6柱顶M34.679.09〔5.09∓31.95N272.348.54〔10.43∓8.14柱底M-33.78-7.67〔-6.23±26.14N292.3548.54〔10.43∓8.145柱顶M33.927.13〔7.13∓56.7N582.51118.16〔43.6∓29.24柱底M-33.89-7.21±56.7N602.56118.16<43.6∓29.244柱顶M33.897.21∓79.41N892.7167.66<63.65∓63.91柱底M-33.89-7.21±79.41N912.75167.66<63.65∓63.913柱顶M33.897.21∓97.16N1202.89217.16<83.7∓108.89柱底M-34.26-7.31±97.16N1222.94217.16<83.7∓108.892柱顶M31.346.69∓109.45N1513.04265.78<103.75>∓161.5柱底M-26.47-5.72±110.18N1533.09265.78<103.75>∓161.51柱顶M40.228.77∓148.274N1821.79315.94<123.8>∓232.14柱底M-21.48-4.68±225.88N1878.02315.94<123.8>∓232.14续表6-6层次截面内力γRE[1.2〔SGk+0.5SQk+1.3SEk]1.35SGk+SQK1.2SGK+1.4SQK│Mmax│NNminMNmaxM→←6柱顶M2.3464.6455.8954.3364.642.3455.89N241.83257.70416.15394.72257.70241.83416.15柱底M-7.72-58.69-53.27-51.27-58.69-7.72-53.27N259.87275.75443.21418.78275.75259.87443.215柱顶M-21.5589.0252.9250.6989.02-21.5552.92N515.37572.39904.55864.44572.39515.37904.55柱底M21.54-89.03-52.96-50.76-89.0321.54-52.96N533.42590.43931.62888.50590.43533.42931.624柱顶M-46.59118.5852.9650.76118.58-46.5952.96N821.08954.011372.811305.96954.01821.081372.81柱底M46.59-118.58-52.96-50.76-118.5846.59-52.96N840.33973.261399.871330.02973.26840.331399.873柱顶M-65.05137.0452.9650.76137.04-65.0552.96N1081.701308.201841.061747.491308.201081.701841.06柱底M64.65-137.44-53.56-51.35-137.4464.65-53.56N1100.951327.441868.131771.551327.441100.951868.132柱顶M-80.53147.1349.0046.97147.13-80.5349.00N1334.361670.282308.382187.741670.281334.362308.38柱底M86.43-142.74-41.45-39.77-142.7486.43-41.45N1353.611689.532335.452211.801689.531353.612335.451柱顶M-111.38197.0363.0760.54197.03-111.3863.07N1566.922049.772775.362628.462049.771566.922775.36柱底M212.05-257.78-33.68-32.33-257.78212.05-33.68N1620.902103.752851.272695.942103.751620.902851.27表6-7横向框架A柱柱端组合弯矩设计值的调整Form6-7TheadjustofthetransversedirectionframeApostcombinationbendingmomentdesignvalue层次截面γRE<Mc=ηMb>γREN6柱顶──柱底──5柱顶──柱底──4柱顶98.7954.01柱底80.16973.263柱顶92.641308.2柱底83.461327.442柱顶89.341670.28柱底121.721689.531柱顶118.022049.77柱底`322.232103.75表6-8横向框架A柱剪力组合表Form6-8ThecurvedsquareofhorizontalframeBpostandaxlestrengthassociation层次SGkSQkSEk6-19.01-4.66〔-3.14±16.145-18.84-3.98〔-3.98±31.54-18.83-4.01±44.123-18.93-4.03±53.982-16.06-3.45±60.811-10.86-2.37±65.87续表6-8层次γRE[1.2<SGk+0.5SQk>+1.3SEk]1.35SGk+SQK1.2SGK+1.4SQKγRE[ηvc<Mbc+Mlc>/Hn]→←6-3.16-38.83-30.32-29.3449.14513.56-56.05-29.41-28.1870.94427.50-70.00-29.43-28.2171.26338.28-81.01-29.59-28.3670.165248.36-84.64-25.13-24.1084.09160.50-85.07-17.03-16.35106.31表6-9横向框架B柱弯矩内力组合表Form6-9ThecurvedsquareofhorizontalframeBpostandaxlestrengthassociation层次截面内力SGkSQkSEk6柱顶M-29.18-7.49〔-3.43∓34.7N276.9465.94〔13.37∓1.42柱底M29.436.52〔5.45±28.39N296.9965.94〔13.37∓1.425柱顶M-30-6.15〔-6.42∓61.59N629.84150.91〔49.32∓5.11柱底M29.926.2±61.59N649.89150.91〔49.32∓5.114柱顶M-29.92-6.2∓86.25N985.4215.89〔69.37∓11.17柱底M29.926.2±86.25N1005.45215.89〔69.37∓11.173柱顶M-29.92-6.2∓105.54N1340.96280.87〔89.42∓19.04柱底M29.816.28±105.54N1361.01280.87〔89.42∓19.042柱顶M-27.59-5.71∓118.73N1696.57346.73<109.47∓28.26柱底M22.844.75±118.73N1716.62346.73<109.47∓28.261柱顶M-34.54-7.2∓171.546N2049.46411.05<129.52∓38.66柱底M18.293.81±232.586N2105.69411.05<129.52∓38.66续表6-9层次截面内力γRE[1.2〔SGk+0.5SQk+1.3SEk]1.35SGk+SQK1.2SGK+1.4SQK│Mmax│NNminMNmaxM→←6柱顶M-61.646.03-46.88-45.50-61.646.03-46.88N256.65253.88439.81424.64256.65253.88439.81柱底M56.621.2646.2544.4456.621.2646.25N274.69271.92466.88448.70274.69271.92466.885柱顶M-89.9430.16-46.65-44.61-89.9430.16-46.65N594.03584.071001.19967.08594.03584.071001.19柱底M89.77-30.3346.5944.5889.77-30.3346.59N612.08602.111028.26991.14612.08602.111028.264柱顶M-121.4058.00-46.59-44.58-121.4058.00-46.59N990.90967.661546.181484.73990.90967.661546.18柱底M121.40-58.0046.5944.58121.40-58.0046.59N1010.15986.911573.251508.791010.15986.911573.253柱顶M-141.4678.06-46.59-44.58-141.4678.06-46.59N1350.041310.442091.172002.371350.041310.442091.17柱底M141.39-78.1346.5244.56141.39-78.1346.52N1369.291329.692118.232026.431369.291329.692118.232柱顶M-152.7194.25-42.96-41.10-152.7194.25-42.96N1710.641651.862637.102521.311710.641651.862637.10柱底M147.69-99.2735.5834.06147.69-99.2735.58N1729.891671.112664.172545.371729.891671.112664.171柱顶M-215.02141.79-53.83-51.53-215.02141.79-53.83N2069.861989.443177.823034.822069.861989.443177.82柱底M261.28-222.5028.5027.28261.28-222.5028.50N2123.842043.433253.733102.302123.842043.433253.73表6-10横向框架B柱柱端组合弯矩设计值的调整Form6-10MaketheadjustmentofthedesigningvalueofcurvedsquareupinhorizontalframeBpostpostend层次截面γRE<Mc=ηMb>γREN6柱顶──柱底──5柱顶──柱底──4柱顶145.61967.66柱底94.53986.913柱顶127.231310.44柱底100.511329.692柱顶121.251651.86柱底141.671671.111柱顶202.351989.44柱底`278.132043.43表6-11横向框架B柱剪力组合表Form6-11CutthestrengthassociationinhorizontalframeBpost层次SGkSQkSEk616.283.89〔2.47±17.53516.643.43〔3.51±34.22416.623.44±47.92316.593.47±58.63214.012.91±65.9619.31.94±71.15续表6-11层次γRE[1.2<SGk+0.5SQk>+1.3SEk]1.35SGk+SQK1.2SGK+1.4SQKγRE[ηvc<Mbc+Mlc>/Hn]→←637.24-1.5125.8724.9847.12556.58-19.0525.8924.7771.6471.66-34.2425.8824.7695.68383.48-46.0925.8724.7790.74288.66-57.1121.8220.89104.76189.10-68.1514.5013.88116.03.7截面设计考虑地震作用时,结构构件的截面设计采用下面的公式7-1：〔7-1式子中：—承载力调整系数,见表7-1；S—地震作用效应或地震作用效应与其他荷载效应的基本组合；R—结构构件的承载力。注意在截面配筋时,组合表中与地震力组合的内力均应乘以后再与静力组合的内力进行比较,挑选最不利内力。表7-1承载力抗震调整系数γREForm7-1Beartheweightofstrengthantidetonationandadjustcoefficient结构构件受力状态γRE梁受弯0.75轴压比小于0.15的柱偏压0.75轴压比不小于0.15的柱偏压0.80抗震墙偏压0.85各类构件受剪、偏拉0.857.1框架梁这里仅以第一层AB跨梁为例,说明计算方法和过程,其它层梁的配筋计算结果见表7-2和表7-37.1.1梁的正截面受弯承载力计算从表6-5中分别选出AB跨跨间截面及支座截面的最不利内力,并将支座中心处的弯矩换算为支座边缘控制截面的弯矩进行配筋。支座弯矩跨间弯矩取控制截面,即支座边缘处的正弯矩,由框架梁内力组合表求得相应的剪力则支座边缘处当梁下部受拉时,按T型截面设计,当梁上部受拉时,按矩形截面设计,翼缘计算宽度当按跨度考虑时,按梁间距考虑时,按翼缘厚度考虑时,此种情况不起控制作用。故取梁内纵向钢筋选HRB400级钢,,2下部跨间截面按单筋

T型截面计算。因为属第一类T型截面,实配钢筋,418,满足要求。将下部跨间截面的418钢筋伸入支座,作为支座负弯矩作用下的受压钢筋<>,再计算相应的受拉钢筋As,即支座A上部说明富裕,且达不到屈服,可近似取实取420支座上部实取420,满足要求。7.1.2梁斜截面受剪承载力计算7.1.2.1AB跨：故截面满足要求,箍筋加密区4肢φ8100,箍筋用HPB235级钢筋。则加密区长度取1.125m,非加密区取4肢φ8150,箍筋设置满足要求。7.1.2.1BC跨：若梁端箍筋加密区取4肢φ10100,则其承载力为由于非加密区长度较小,故全跨均可按加密区配置。表7-2框架梁纵向钢筋计算表Form7-2Framegirderlongitudinalreinforcementcalculator层次截面MKN·mζmm2mm2实配钢筋As,mm2ρ%6支座A-47.65<0628205320<942>0.670.393Bl-62.21<0628267.9320<942>0.670.393AB跨间139.740.008569.45220<628>0.261支座Br15.94<0402150.1316<603>0.670.72BC跨间-11.280.01589.42216<402>0.484支座A-162.550.0241018705.3420<1256>0.8120.524Bl-157.76<01018679.41420<1256>0.8120.524AB跨间169.810.009692.22418<1018>0.425支座Br65.63<0804599418<1018>0.791.2BC跨间-15.710.048131.08416<804>0.961支座A-273.020.02210181175.8420<1256>0.8120.524Bl-248.42<010181069.85420<1256>0.8120.524AB跨间214.310.010874.068418<1018>0.425支座Br85.624<08041018418<1018>0.791.2BC跨间-54.420.047460416<804>0.96表7-3框架梁箍筋数量计算表Form7-3Framegirderstirrupquantitycalculator层次截面KNKN梁端加密区非加密区7A、Bl43.68615.62>γRE2φ8100〔1.012φ8150〔0.216Br88.61425.42>γRE2φ8100〔1.012φ8100〔0.2894A、Bl115.87615.62>γRE2φ8100〔1.012φ8150〔0.216Br117.48425.42>γRE2φ8100〔1.012φ8100〔0.2891A、Bl133.25718.94>γRE2φ8100〔1.012φ8150〔0.216Br152.53485.14>γRE2φ8100〔1.012φ8100〔0.289注：表中V为换算至支座边缘处的梁端剪力。7.2框架柱7.2.1剪跨比和轴压比验算表7-4计算出了框架柱各层剪跨比和轴压比计算结果,其中剪跨比λ也可取,表中的,和都不应考虑承载力抗震调整系数。由表可知,各柱的剪跨比和轴压比均满足规范要求。表7-4柱的剪跨比和轴压比验算Form7-4Boththatofpostshearspanratioandaxleloadratioproven柱号层次bmmh0mm,N/mm2KN·mVCKNKNA柱645041014.386.1945.68367.674.6>20.127<0.9445041014.3158.1182.351297.684.7>20.448<0.9160056016.7343.71100.0828056.1>20.467<0.9B柱645041014.382.1943.81362.564.6>20.125<0.9445041014.3151.7584.311315.884.4>20.454<0.9160056016.7268.78104.822724.574.6>20.453<0.97.2.2柱正截面承载力计算以第一层A轴柱为例,根据a柱内力组合表,将支座中心处的弯矩换算至支座边缘,并与柱端组合弯矩