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本科住宅楼建筑结构毕业设计计算书

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'华苑小区1#住宅楼建筑结构设计摘要该计算书主要包括八个部分:结构选型、水平力作用下的框架结构计算、竖向荷载作用下的内力计算、横向框架内力组合、截面尺寸设计、板的设计、基础设计、楼梯设计。设计主体是六层框架结构,选择一榀框架计算。框架结构的计算部分包括:梁板柱尺寸的初步确定,重力荷载标准值的计算,横向框架侧移刚度的计算,水平地震力作用下的内力计算和侧移计算,水平风荷载作用下的侧移验算。竖向荷载作用下的框架内力计算,主要包括恒荷载和活荷载作用下的内力计算。内力组合主要是水平地震作用、恒荷载作用、活荷载作用之间的组合。截面设计包括梁的截面设计和柱的界面设计,梁的界面设计包括正截面验算和斜截面验算,柱的截面设计包括轴压比的验算和正截面验算和斜截面验算和结点设计。板的设计采用的是单向板。基础设计包括荷载计算,基础承载力计算,冲剪验算,基础配筋计算。楼梯设计包括梯段设计、平台梁设计、平台板设计、楼梯的配筋计算。关键词:框架结构、基础、梁、柱、板、楼梯Ⅰ81 华苑小区1#住宅楼建筑结构设计AbstractThebookmainlyincludingeightparts:theselectionofthestructure,thecalculationofframeworkstructureunderthehorizontalloads,theinternalforcescalculationundertheverticalloads,theinternalforcescompositionofhorizontalframework,thedesignofsectionsize,thedesignofplate,thedesignofbasis,thedesignofstaircase.Theobjectofdesignissix-storyframestructure.Chooseoneloadoftheframeworkstocalculate.Thecalculationofframeworkstructureincluding:Theinitialassuranceforthesizeofthebeam,theplateandthecolumn;Thecalculationofthestandardvaluesofgravityload;Theswaystiffnesscalculationofthehorizontalframework;theinternalforcescalculationandthecheckingofswayunderthehorizontalearthquakeforces;thecheckingofswayunderthehorizontalloadofwind.Theinternalforcescompositionofhorizontalframeworkmailyincluding:thecalculationundertheliveloadandtheconstantload.Theinternalforcescompositionmainlyisthecompositionofhorizontalearthquakeforces,constantloadandliveload.Thesectiondesignincluding:thedesignofthebeam,column.thedesignofbeamincluding:thecheckingofpositivesectionandobliquesection.Thedesignofcolumnincluding:thecheckingofaxialcompressionratioandthepositivesectionandtheobliquesection,thedesignofnode.Whendesigntheplateconsidersit’sone-wayplate.Basisdesignincluding:thecalculationofcarryingcapacity,punchingandreinforcement.Thedesignofstaircaseincluding:thedesignofbench,thebeamofplatform,theplateofplatformandcalculationofreinforcementofstaircase.Keywords:Frameworkstructure、Basis、Beam、ColumnPlate、StaircaseⅡⅡ81 华苑小区1#住宅楼建筑结构设计目录1工程概况11.1设计题目11.2设计目的及要求11.3建筑功能及要求11.3.1建筑功能要求11.3.2建筑等级11.3.3结构形式11.4建筑基本技术条件及设计要求11.4.1建筑基本技术条件11.4.2工程地质条件21.5设计内容图纸22框架结构的一般性设计与计算32.1梁柱截面,梁跨度及柱高确定32.1.1梁截面尺寸的初步确定32.1.2柱截面尺寸的初步确定42.1.3板的截面尺寸初步估计52.1.4梁的计算跨度52.1.5柱的高度52.2重力荷载的计算62.2.1屋面及楼面永久荷载(恒荷载)标准值62.2.2屋面及楼面可变荷载(活荷载)标准值72.2.3梁柱的自重82.2.4墙体的自重92.2.5门窗的自重102.2.6各层的荷载的组合103水平地震作用下框架结构的侧移和内力计算123.1横梁的线刚度123.2横向框架柱的线刚度及侧移刚度D值123.2.1横向框架柱的线刚度123.2.2横向框架柱的侧移刚度D值123.3横向框架自震周期133.4横向框架水平地震作用及楼层地震剪力143.5横向框架水平地震作用位移验算153.6水平地震作用横向框架的内力分析163.6.1横向框架柱端弯矩及剪力163.6.2横向框架梁端弯矩及剪力174横向风荷载作用下框架的内力和侧移计算204.1风荷载标准值的计算204.2风荷载作用下的水平位移验算224.3水平风荷载作用下横向框架的内力分析(取一榀中框架)224.3.1横向框架的柱端弯矩及剪力22ⅰ4.3.2横向框架的梁端弯矩及剪力2381 华苑小区1#住宅楼建筑结构设计5竖向荷载作用下横向框架的内力计算245.1计算单元245.2荷载计算245.2.1恒载的计算245.2.2活载的计算265.3内力计算285.3.1框架恒荷载作用下内力计算285.3.2框架活载作用下内力计算366内力组合416.1框架梁内力组合416.2梁端弯矩调幅417截面设计557.1框架梁截面设计557.2框架柱截面设计557.3柱子计算时需要用到的公式568现浇楼面板的设计698.1荷载计算698.2计算简图708.3弯矩设计值708.4正截面受弯承载力计算719楼梯设计729.1梯段板计算739.1.1荷载计算739.1.2内力计算739.1.3配筋计算749.2休息平台板计算749.2.1荷载计算749.2.2内力计算759.2.3配筋计算759.3梯段梁的计算759.3.1荷载计算759.3.2内力计算759.3.3配筋计算7510基础设计7710.1基础设计7710.2基础底面积计算7710.3承载力计算7810.4抗冲切验算7810.5内力及配筋计算80结语82参考文献8381华苑小区1#住宅楼建筑结构设计81***小区住宅楼建筑结构设计ⅱ81 ***小区住宅楼建筑结构设计1工程概况1.1设计题目设计题目:华苑小区1#住宅楼建筑结构设计1.2设计目的及要求设计目的:通过本毕业设计,培养综合运用所学的基础理论和专业知识分析和解决土木工程设计问题的能力,同时也培养理论联系实际及动手能力,养成严谨、求实、创新的科学作风及调查研究、查阅资料、综合分析的能力,为具有土木工程技术人员所必备的基本素质打下坚实的基础。具体要求:(1)坚持“适用、安全、经济、美观”的设计原则。(2)掌握与本设计相关的设计规范及有关规定,并会正确应用。(3)要求建筑设计部分设计方案合理、适用、美观。结构部分合理选择结构形式,掌握框架结构的计算方法及结构要求。(4)培养绘制图纸的能力,图纸不仅达到数量的要求,而且要确保质量、建筑功能的要求。1.3建筑功能及要求拟建本住宅楼设计年限为50年,建筑层数6层,总建筑面积约为3800。1.3.1建筑功能要求坚持以人为本,在功能和结构上要分区合理。1.3.2建筑等级地震设防烈度为7度,设计地震分组I;耐火等级为II级。1.3.3结构形式结构形式:框架结构1.4建筑基本技术条件及设计要求1.4.1建筑基本技术条件建筑规模:(1)建筑面积:3800左右81 ***小区住宅楼建筑结构设计(2)层数:6层(3)气象条件雪荷载:0.4风荷载:0.451.4.2工程地质条件场地类别为II类。1.5设计内容图纸建筑部分:图纸目录、建筑设计总说明等;建筑总平面图(1:500或1:1000);底层平面图(1:100);标准层平面图(1:100);屋顶平面图(1:100);正立面图(1:100);侧立面图(不少于2个,1:100);剖面图(1-2个,1:100,至少一个剖面图剖到主楼梯);主楼梯详图(比例1:20);结构部分:基础平面布置图及基础详图(比例1:100和1:30~1:50);结构布置图及配筋图(比例1:100,底层、标准层和顶层);楼梯配筋图(比例1:30~1:50);梁配筋图(比例1:30~1:50);其它必要的构件配筋图(比例1:30~1:50)。2框架结构的一般性设计与计算81 ***小区住宅楼建筑结构设计柱网布置及一榀框架图2.1梁柱截面,梁跨度及柱高确定梁柱的混凝土设计强度:C352.1.1梁截面尺寸的初步确定主梁1/15~1/10的跨度;梁截面宽度可取1/3~1/2梁高,且不应小于200mm。次梁1/18~1/12的跨度;梁截面宽度可取1/3~1/2梁高,且不应小于150mm。(1)横梁(采用横向承重体系)截面的尺寸:KL1:h=(1/15~1/10)×5400=360~540bmm取h=500mmb=(1/3~1/2)×500=167~250mm取b=250mmKL2:h=(1/6~1/5)×1200=200~240mm取h=250mmb=(1/3~1/2)×250=83~125mm取h=200mm(2)纵梁KL3:h=(1/15~1/10)×4500=300~450mm取h=400mmb=(1/3~1/2)×400=133~200mm取b=200mmKL4:h=(1/18~1/12)×2600=144~217mm取h=200mmb=(1/3~1/2)×400=133~200mm取b=150mmKL5:h=(1/18~1/12)×4500=250~375mm取h=400mm81 ***小区住宅楼建筑结构设计b=(1/3~1/2)×400=133~200mm取b=200mm由此,估算出的梁截面尺寸见表2-1,表中还给出了各层梁的混凝土强度等级。表2-1梁截面尺寸及混凝土强度等级层次混凝土强度等级横梁(b×h)纵梁(b×h)KL1KL2KL3KL4KL51~6C35250×500200×250200×400150×200200×4002.1.2柱截面尺寸的初步确定框架柱的截面尺寸一般根据柱的轴压比限值按下列公式估算:式中:—竖向荷载分项系数(已包含活载)可取1.25;—每个楼层上单位面积的竖向荷载标准值,kN/m,框架结构约为12~14kN/m;S—柱一层的受荷面积;n—柱承受荷载的楼层数;—考虑水平力产生的附加系数,风荷载或四级抗震时,取1.05;三~一级抗震等级时,取1.05~1.15;—边柱、角柱轴向力增大系数,边柱取1.1,角柱取1.2,中柱取1.0;—柱由框架与剪力墙连接时,柱轴力折减系数,可取0.7~0.8;—混凝土轴心抗压强度设计值;—框架柱轴压比限值,此处可取近似值,即一级、二级和三级抗震等级分别取0.7、0.8和0.9.其中:=1.25=1.05β=1q=14kN/m=0.9=16.7N/mm抗震设计时柱截面高度和截面宽度均不小于300mm,为方便计算取柱截面为正方形且为同一尺寸截面大小的柱。边柱:81 ***小区住宅楼建筑结构设计A≥=1.25×14×10×5400×2250×6×1.05×1.1×1÷(0.9×16.7)=98037mm≈313mm×313mm取b×h=350mm×350mm角柱:A≥=1.25×14×10×2250×2700×6×1.05×1.2×1÷(0.9×16.7)=53475mm≈231mm×231mm取b×h=300mm×300mm中柱:A≥=1.25×14×10×4500×5400×6×1.05×1.0×1÷(0.9×16.7)=178249mm≈422mm×422mm取b×h=450mm×450mm综上为方便计算柱截面尺寸同一取为:450mm×450mm2.1.3板的截面尺寸初步估计根据实际情况和设计要求,板厚取:h=100mm2.1.4梁的计算跨度框架梁的计算跨度以上柱形心线为准,而墙中心线是与轴线重合的,所以柱的形心与轴线发生偏移,造成计算跨度与轴线间距不同。2.1.5柱的高度底层:3.0+0.7+0.5=4.2。其他各层为3.0m因而得到h=4.2m;h=3.0m注:底层层高3.0m,室内外高差0.7m,基础顶部至室外地面0.5m。81 ***小区住宅楼建筑结构设计横向框架计算简图2.2重力荷载的计算2.2.1屋面及楼面永久荷载(恒荷载)标准值1.屋面其按屋面的做法逐项计算均布荷载:吊顶处不做粉底,无吊顶处做粉底,近似取吊顶来参与计算,粉底为相同重量。其屋面构造做法如图2-2所示,按图2-2来计算屋面恒载,其结果如下:81 ***小区住宅楼建筑结构设计图2-2屋面构造做法(单位:)G=6.04×(29.6+0.24)×(10.8+0.24)=1989.78kN2.楼面楼面的做法如图2-3所示,按图示各层进行组合来参与计算楼面恒载大小。图2-3楼面构造做法(单位:)G=3.95×(29.6+0.24)×(10.8+0.24)=1301.25kN2.2.2屋面及楼面可变荷载(活荷载)标准值1.屋面计算重力荷载代表值时,仅考虑屋面雪荷载作用(29.6+0.24)×(10.8+0.24)×0.4=131.77kN2.楼面根据荷载规范,楼面活载按2.0kN/m来参与计算:81 ***小区住宅楼建筑结构设计(29.6+0.24)×(10.8+0.24)×2.0=658.86kN2.2.3梁柱的自重此处计算包括梁侧面、梁底面,柱的侧面抹灰重量。2.2.3.1梁的自重在此计算过程中,梁的长度按净跨长度,即把梁的计算跨度减掉柱的宽度来参与计算过程,计算结果如表2-2。表2-2梁自重层次编号截面尺寸(m)长度(m)每根重量(kN)根数合计(kN)总计(kN)1~6KL10.25×0.54.950.29×0.52×4.95×25=18.66216298.592708.713KL20.2×0.251.2(仅首层有)0.24×0.27×1.2×25=1.94423.888KL30.2×0.44.050.24×0.42×4.05×25=10.20618183.708KL40.15×0.22.150.19×0.22×2.15×25=2.24736.741KL50.2×0.44.050.24×0.42×4.05×25=10.20624215.784注:(1)上表中梁截面的确定,考虑到抹灰层有(每抹层均按20mm计算)宽:0.25+2×0.02=0.29m0.2+2×0.02=0.24m0.15+2×0.02=0.19高:0.5+1×0.02=0.52m0.25+1×0.02=0.17m0.4+1×0.02=0.42m0.2+1×0.2=0.22m0.35+1×0.02=0.37m(2)此处抹层按近似与梁相同,按每立方25kN计算(3)梁的长度都按净跨长度计算2.2.3.2柱的自重表2-3柱自重层次编号截面尺寸(m)长度(m)每根重量(kN)根数总重(kN)1Z10.45×0.454.20.49×4.2×25=25.21124605.0642~6Z20.45×0.453.00.49×3.0×25=18.00824432.192注:(1)柱因四面抹灰,与梁相同办法处理,边长=0.45+0.02×2=0.49m81 ***小区住宅楼建筑结构设计(2)抹层记入柱内,按每立方25kN计算2.2.4墙体的自重墙体为240厚,两面抹灰,近似按加厚墙体计算(考虑抹灰重量),采用蒸压粉煤灰砖,依建筑结构荷载规范,砖自重为15,其计算如表3所示:(此处门窗暂不考虑,为预留洞考虑)墙体240mm厚,外墙面贴瓷砖(0.5kN/m),内墙面为20mm厚抹灰,则:外墙单位墙面重力荷载为:0.5+15×0.24+17×0.02=4.44kN/m内墙为240mm厚,两侧均为20mm厚抹灰,在内墙单位面积重力荷载为:15×0.24+17×0.02×2=4.28kN/m木门单位面积重力荷载为0.2kN/m,钢框玻璃窗单位面积重力荷载取0.4kN/m表2-4墙体自重墙体位置每片面积(m)片数重量(kN)总计(kN)底层外纵墙4.05×3.812819.9793046.4422.15×4.0276.368底层内纵墙4.05×3.854266.9444.26×3.854280.7853.0×4.12105.2882.36×4.1141.413底层外横墙4.95×3.74325.274底层内横墙1.56×4.1254.7504.95×3.76470.3293.39×3.76322.1043.36×4.13176.8841.5×4.1252.6441.695×3.7253.6842~6层外纵墙4.05×2.612561.0382085.8232.15×2.8253.4582~6层内纵墙4.05×2.654183.7404.26×2.654193.2683.0×2.9272.4722.36×2.9129.2922~6层外横墙4.95×2.54219.780续表6-481 ***小区住宅楼建筑结构设计2~6层内纵墙1.56×2.9238.7254.95×2.56317.7903.39×2.56217.6383.36×2.93125.1131.5×2.9237.2361.695×2.5236.273注:女儿墙自重墙体为120㎜单砖,女儿墙高为1000㎜,外墙面贴瓷砖(0.5KN/㎡),内墙面为20mm厚抹灰,则女儿墙重力荷载为:(0.5+15×0.12+17×0.02)×1.0=2.64KN/m(0.5+15×0.12+17×0.02)×1.0×(29.6×2+10.8)=184.80KN2.2.5门窗的自重根据建筑结构荷载规范,木门按0.2kN/m考虑,塑钢窗按0.4N/m考虑,计算结果如表2-5所示:表2-5门窗自重层数墙体位置门、窗扣除门窗尺寸(m)个数扣除墙体重量(kN)门窗重量(kN)总扣除重量(kN)合计(kN)1~6外墙窗1.8×1.5783.9167.56073.356259.8830.9×0.9517.8921.62016.3624.05×2.64187.01316.848170.165内墙门0.7×2.1850.3332.35247.981165.3640.9×2.1648.5352.26846.2673.15×2.1256.6242.64653.9781.0×2.1217.9760.8417.1382.2.6各层的荷载的组合屋盖和楼盖重力代表值为:屋盖层=女儿墙+屋面恒载+50%雪载+纵横梁自重+半层柱重+半层墙重(墙和门窗)楼盖层=楼面恒载+50%楼面活载+纵横梁自重+楼面上下各半层柱+楼面上下各半层墙重将上述各荷载相加,得到集中于各层楼面的重力荷载代表值如下:6层:G=184.80+1989.78+0.5×131.77+708.713-3.888+0.5×432.192+0.5×(2085.823-259.883-165.364)=3991.674kN5~2层:G=1301.25+0.5×658.86+708.713-3.888+2×1/2×432.192+2×1/281 ***小区住宅楼建筑结构设计×(2085.823-259.883-165.364)=4428.273kN1层:G=1301.25+0.5×658.86+708.713+0.5×(605.064+432.192)+0.5×(3046.442+2085.823)-259.883-165.364=4998.907kN重力荷载代表值如图2-4所示图2-4重力荷载代表值(单位:kN)81 ***小区住宅楼建筑结构设计3水平地震作用下框架结构的侧移和内力计算3.1横梁的线刚度混凝土为C35,Ec=3.15×10kN/m在框架结构中,对现浇楼面,可以作为梁的有效翼缘,增大了梁的有效刚度,减小了框架的侧移,为了考虑这一有利作用,在计算梁的截面惯性矩时,对现浇楼面的边框架梁取I=1.5I(I为梁的截面惯性矩),对中框架梁取I=2I来计算。表3-1横梁线刚度计算表层次编号截面尺寸惯性矩跨度线刚度边框梁中框梁1~6KL1bhI=bh/12li=EcI/l1.5EcI/l2EcI/lmm×10mm×10kN.m×10kN·m×10kN·m0.250.52.6045.41.5192.2793.0383.2横向框架柱的线刚度及侧移刚度D值3.2.1横向框架柱的线刚度表3-2柱的线刚度柱号截面I=bh/12hi=EcI/lm×10mm×10kN·mZ10.45×0.453.4174.22.563Z20.45×0.453.4173.03.5883.2.2横向框架柱的侧移刚度D值柱的侧移刚度按D=计算,由于梁线刚度比K不同,所以柱可以分为边框边柱,边框中柱,中框边柱,中框中柱。81 ***小区住宅楼建筑结构设计表3-3框架柱侧移刚度D值框架类型层次柱型kαD根数一般层一般层α×12i/h底层底层kN/mkN/m中框架1边柱1.1850.5299332.3112180717.96中柱2.3710.65711455.0462~6边柱0.8470.29814137.1212301109.76中柱1.6930.45821910.726边框架1边柱0.8890.4818386.41454572.70中柱1.7780.60310513.5322~6边柱0.6410.24311625.12483815.68中柱1.2810.39018657.602综上:底层总侧移刚度为180717.96+54572.70=235290.66kN/m其它层总侧移刚度为301109.76+83815.68=384925.44kN/m3.3横向框架自震周期本处按顶点位移法计算框架的自震周期:此方法是求结构基频的一种近似方法,将结构按质量分布情况简化成无限质点的悬臂之杆,导出直感顶点位移的基频公式,所以需先求出结构的顶点水平位移,,按式来求结构的基本周期::基本周期调整系数,考虑填充墙使框架自振周期减小的影响,此处取0.6。:框架顶点位移,而在求框架周期前,无法求框架地震力和位移,是将框架的重力荷载顶点位移,由求T1,再由T1求框架结构底部剪力,再求各层剪力和结构的真正的位移。表3-4横向框架顶点位移层次(KN)(KN)63991.6743991.674384925.440.010370.2803781 ***小区住宅楼建筑结构设计54428.2738418.947384925.440.021870.27000续表3-444428.27312847.220384925.440.033380.2481334428.27317275.493384925.440.044880.2147524428.27321703.766384925.440.056380.1698714998.90726702.673235290.660.113490.11349因此:,=(s)3.4横向框架水平地震作用及楼层地震剪力总框架高为15.8m,因本工程结构高度不超过40m,质量刚度沿高度分布比较均匀,变形以剪切变形为主,故可用底部剪力法计算水平地震作用,设防烈度7度地震分区为一区,查表得(水平地震影响系数最大值)。Ⅱ类场地近震时特征周期:;结构总水平地震作用标准值按计算,=0.85×(3991.674+4428.273×4+4998.907)=22697.272kN=0.054×22697.272=1225.65kN由于T1=0.54(s)>1.4=1.4×0.35=0.49(s),根据结构抗震设计,应考虑顶部附加水平地震作用,顶部附加地震作用系数为:=0.053附加地震力:=0.053×1225.65=64.960kN按底部剪力法球的基底剪力,按分配各层的质点,因此各层横向地震作用及楼层地震剪力如表3-5所示:表3-5各层横向地震作用及楼层地震剪力层次63.019.23991.674766400.25138291.77464.960356.73481 ***小区住宅楼建筑结构设计53.016.24428.273717380.23530273.110629.844续表3-543.013.24428.273584530.19176222.574852.41833.010.24428.273451680.14815171.9561024.37423.07.24428.273318830.10458121.3851145.75914.24.24998.907209950.0688679.9251225.684横向框架各层水平地震作用和地震剪力如图3-1所示图3-1横向框架各层水平地震作用和地震剪力(单位:kN)3.5横向框架水平地震作用位移验算由于为钢筋混凝土框架,因此其弹性层间位移角限值为1/550;表3-6横向水平地震作用下的位移验算层次层间剪力层间刚度层间位移层高层间相对弹性转角6356.734384925.440.92730001/32365629.844384925.441.63630001/18334852.418384925.442.21530001/135431024.374384925.442.66130001/112781 ***小区住宅楼建筑结构设计21145.759384925.442.97730001/100711225.684235290.665.20942001/806经验算其最大弹性层间位移角限值1/806≤1/550,因此均满足设计要求。3.6水平地震作用横向框架的内力分析3.6.1横向框架柱端弯矩及剪力此处采用中框架为例计算,边框架和纵向框架的计算方法步骤与横向中框架完全相同:框架柱剪力和弯矩计算,采用D值法;求框架柱的剪力和弯矩时,此处采用D值法来进行求解。其中反弯点位置的确定考虑梁和层高的影响作用:当时,反弯点下移,查表时应取,查得应冠以负号,对于底层柱,不考虑修正值,即取=0,;对于顶层柱,不考虑修正值,即取=0;对于底层柱,不考虑修正值,即取=0。以6层中框架边柱为例:=14137.12=384925.44/=0.037=356.734KN=0.037×356.734=13.199KNK=0.847=0.35+0+0+0=0.35=13.199×0.35×3=13.859N.m=13.199×0.65×3=25.74KN.m同理可得其它层柱端弯矩,计算结果表表3-7。81 ***小区住宅楼建筑结构设计表3-7各层边柱柱端弯矩及剪力计算层次柱高层间剪力框架柱位置63.0356.734边柱0.03713.1990.8470.35-13.85925.740中柱0.05720.3341.6930.38-23.18137.82153.0629.844边柱0.03723.3040.8470.40-24.96541.947中柱0.05735.9011.6930.44-47.38860.31243.0852.418边柱0.03731.5390.8470.45-42.57852.039中柱0.05748.5881.6930.45-65.59480.17033.01024.374边柱0.03737.9020.8470.45-51.16862.538中柱0.05758.3891.6930.45-78.82596.34223.01145.759边柱0.03742.3930.8470.50-63.59063.590中柱0.05765.3081.6930.50-97.96297.96214.21225.684边柱0.04049.0271.1850.65-133.84472.070中柱0.04757.6072.3710.60-145.17096.7803.6.2横向框架梁端弯矩及剪力根据,,计算出梁端的弯矩及剪力,计算结果见表3-8。表3-8梁弯矩及剪力计算层次L(m)节点类型柱轴力(kN)64.845边节点025.749.229.22中节点18.9118.9118.4454.845边节点055.8120.1429.36中节点41.7541.7558.7244.845边节点077.0029.0658.42中节点63.7863.78116.8434.845边节点0105.1238.4496.86中节点81.1281.12193.4224.845边节点0114.7641.93138.79中节点88.3988.39277.5814.845边节点0135.6648.10186.8981 ***小区住宅楼建筑结构设计中节点97.3797.37373.78图3-2横向框架各层水平地震作用下弯矩图(单位:kN·m)81 ***小区住宅楼建筑结构设计图3-3横向框架各层水平地震作用下剪力和轴力(单位:kN)81 ***小区住宅楼建筑结构设计4横向风荷载作用下框架的内力和侧移计算4.1风荷载标准值的计算垂直于建筑物表面上的风荷载标准值当计算主要承重结构时按下式来计算:式中:—风荷载标准值()—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()由《荷载规范》,河南郑州地区设计年限为50年的基本风压:0.45,地面粗糙度为C类,风荷载体形系数《荷载规范》查得:=0.8(迎风面)和=-0.5(背风面)。框架结构:(0.08~0.1.)n=(0.08~0.1)×6=0.48~0.6(s)(0.10~0.16)由荷载规范查得ξ=1.25,υ=0.73。由公式:可得取中框架横向框架柱,其负载宽度为4.5m,沿房屋高度的分布风荷载标准值为:q(z)=4.5×0.45根据各楼层标高处的高度z由荷载规范查取,代入上式可得各楼层标高处的q(z),计算结果如下表4-1。表4-1沿房屋高度分布风荷载标准值层次619.21.0000.822.1132.8072.33081 ***小区住宅楼建筑结构设计续表4-1516.20.8440.762.0132.4791.907413.20.6880.741.8482.2151.385310.20.5310.741.6551.9841.24827.20.3750.741.4621.7531.10014.20.2190.741.2701.5230.952图4-1风荷载沿房屋高度分布图(单位:kN/m)注意底层的计算高度应从室外地面开始取,即为3.7m。=(2.807+2.330)×(1.0+3.0/2)=12.843kN=(2.479+1.907)×3.0=13.158kN=(2.215+1.385)×3.0=10.800kN=(1.984+1.248)×3.0=9.969kN=(1.753+1.100)×3.0=8.559kN=(1.523+0.952)×3.7=9.158kN81 ***小区住宅楼建筑结构设计4.2风荷载作用下的水平位移验算取一榀中框架计算。根据上述计算的水平荷载求出层间剪力,然后依据中框柱框架层间侧移刚度计算各层相对侧移和绝对侧移,计算过程见表4-2。表4-2风荷载作用下层间剪力及侧移计算层次层高(mm)6300012.84312.84350184.960.2565.6831/117185300013.15826.00150184.960.5185.4271/57924300010.80036.80150184.960.7334.9091/4093330009.96946.77050184.960.9324.1761/3219230008.55955.32950184.961.1033.2441/2720142009.15864.48730119.662.1412.1411/1962由表4-2可见,风荷载作用下的框架的最大层间位移角为1/1962,远小于1/550,满足规范要求。4.3水平风荷载作用下横向框架的内力分析(取一榀中框架)4.3.1横向框架的柱端弯矩及剪力采用D值法计算,地震作用下框架的计算方法相同。所以各层的柱端弯矩及剪力计算结果如表4-3。表4-3柱端弯矩及剪力计算层次柱高层间剪力框架柱位置63.012.843边柱0.2823.6220.8470.353.8457.141中柱0.4375.6121.6930.386.39810.43853.026.001边柱0.2827.3320.8470.408.79813.198中柱0.43711.3621.6930.4414.99819.08843.036.801边柱0.28210.3800.8470.4513.55116.563中柱0.43716.0861.6930.4521.71626.54233.046.770边柱0.28213.1890.8470.4517.80521.762中柱0.43720.4391.6930.4527.59333.72423.055.329边柱0.28215.6030.8470.5023.40523.405中柱0.43724.1791.6930.5036.25536.25514.264.487边柱0.31019.9901.1850.6554.57329.385中柱0.38024.5052.3710.6061.75341.16881 ***小区住宅楼建筑结构设计4.3.2横向框架的梁端弯矩及剪力计算方法与地震作用下框架梁计算方法相同,计算结果如表4-4。表4-4梁端弯矩及剪力计算层次L(m)节点类型柱轴力(kN)64.845边节点07.1412.5512.551中节点5.2195.2195.10254.845边节点017.0336.1468.697中节点12.74312.74317.39444.845边节点025.3619.51218.209中节点20.77020.77036.41834.845边节点035.31313.01031.219中节点27.72027.72062.43824.845边节点041.21015.09246.311中节点31.90931.90992.62214.845边节点052.79026.87073.181中节点77.39377.393146.36281 ***小区住宅楼建筑结构设计5竖向荷载作用下横向框架的内力计算5.1计算单元取此中框架一榀框架为例计算,计算单元宽度为4.5m,如图5-1所示,房间荷载由板(单向板)传给次梁、再有次梁传给主梁、后由主梁传给框架柱。图5-1板、梁的荷载计算范围5.2荷载计算5.2.1恒载的计算6层:横梁受到次梁传来的集中荷载:集中荷载G=板恒荷载标准值×集中荷载从属面积+从属面积内次梁自重G=6.04×4.5×1.8+10.206=59.13kN横梁自重:q=0.29×0.52×4.95×25=18.662kN柱受到边纵梁、中纵梁传来的集中荷载,包括纵梁自重、从属楼板重和女儿墙等重量:=10.206+6.04×4.5×0.9+2.64×4.5+0.29×0.52×25×5.4/2=56.73kN=10.206+6.04×4.5×1.8+0.29×0.52×25×5.4=79.49kN注:—边柱受到的集中荷载—中柱受到的集中荷载81 ***小区住宅楼建筑结构设计由于边柱柱中心与轴向不重合,所以在边柱上会产生偏心矩M。==56.73×(0.45-0.2)/2=7.09kN·m图5-26层横梁上作用的恒荷载5~1层:(计算方法同上)横梁受到次梁传来的集中荷载:集中荷载G=板恒荷载标准值×集中荷载从属面积+从属面积内次梁及次梁上墙体自重G=3.95×4.5×1.8+10.206+4.28×2.9×(4.5-0.24)=95.08kNG=3.95×4.5×1.8+10.206=42.20kN横梁自重:q=0.29×0.52×25=3.77kN/m柱受到边纵梁、中纵梁传来的集中荷载,包括纵梁自重、从属楼板重和女儿墙等重量:=10.206+3.95×4.5×0.9+4.44×2.6×3.95+0.29×0.52×25×5.4/2=83.14kN=10.206+3.95×4.5×1.8+4.28×2.6×3.95+0.29×0.52×25×5.4=91.63kN由于边柱柱中心与轴向不重合,所以在边柱上会产生偏心矩。81 ***小区住宅楼建筑结构设计==83.14×(0.45-0.2)/2=10.39kN图5-35~1层横梁上作用的恒载5.2.2活载的计算6层,不上人屋面,只有雪载横梁受到的集中荷载(由雪荷载传给板、再由板传给次梁,最后由次梁传给横梁)G=0.4×4.5×1.8=3.24kN=0.4×4.5×0.9=1.62kN=0.4×4.5×1.8=3.24kN=1.62×(0.45-0.2)/2=0.20kN·m81 ***小区住宅楼建筑结构设计图5-46层横梁上作用的活载5~1层(上人楼面取活载标准值为2.0)G=2.0×4.5×1.8=16.20kN=2.0×4.5×0.9=8.10kN=2.0×4.5×1.8=16.20kN=16.20×(0.45-0.2)/2=2.03kN·m图5-55~1层横梁上作用的活载81 ***小区住宅楼建筑结构设计表5-1横向框架恒载汇总表层次G(kN)G1(kN)q(kN/m)P1(kN)P2(kN)M1(kN·m)659.1359.1318.6656.7379.497.095~142.2095.0818.6683.1491.6310.39表5-2横向框架活载汇总表层次G(kN)G1(kN)q(kN/m)P1(kN)P2(kN)M1(kN·m)63.243.2401.623.240.205~116.2016.2008.1016.202.035.3内力计算5.3.1框架恒荷载作用下内力计算梁端、柱端弯矩采用弯矩二次分配计算。计算时先对各节点不平衡弯矩进行第一次分配,向远端传递(传递系数为1/2),然后对由于传递而产生的不平衡弯矩再进行分配,不再传递。由于结构和荷载均匀对称,故计算时可用框架。梁端剪力可根据梁上竖向荷载引起的剪力与梁端弯矩引起的剪力向叠加而得。柱轴力可由梁端剪力和节点集中力叠加得到。计算柱底轴力还需考虑柱的自重。5.3.1.1计算分配系数此中框架节点均为固接,因此杆端近端的转动刚度S=4i,i为杆件的线刚度,分配系数为。例如:6层中节点,各杆件的分配系数如下:其他各节点采用相同的计算方法,弯矩分配系数结果如图5-6。81 ***小区住宅楼建筑结构设计图5-6梁柱相对线刚度及弯矩分配系数81 ***小区住宅楼建筑结构设计5.3.1.2计算固端弯矩计算结果如下表5-3。表5-3恒载作用下固端弯矩层次各部分产生的固端弯矩(kN·m)最终固端弯矩(kN·m)qGG1P16-9.161-47.304-23.652-7.090-87.2079.16123.65247.304080.117-9.161-47.304-23.6520-80.1179.16123.65247.3049.09087.2075~1-9.161-33.760-33.032-10.390-86.3439.16116.88076.0640102.105-9.161-33.760-16.8800-59.8019.16116.88033.76010.39070.1915.3.1.3弯矩的二次分配过程采用弯矩二次分配法计算框架在恒载作用下的弯矩,分配过程如下图5-7。81 ***小区住宅楼建筑结构设计图5-7弯矩二次分配法计算恒载作用下框架梁柱弯矩(单位kN·m)81 ***小区住宅楼建筑结构设计5.3.1.4绘制内力图(1)弯矩图根据弯矩二次分配法计算结果,画出恒载作用下框架梁柱的弯矩图,如图5-8所示。图5-8横向框架在恒载作用下弯矩图(单位kN·m)81 ***小区住宅楼建筑结构设计(1)剪力图根据弯矩图,取出梁柱脱离体,利用脱离体的平衡条件,求出剪力,并画出恒荷载作用下框架的剪力图。例如6层AB跨=(54.134+59.13×5.4+3.77×5.4×2.7-109.958)/5.4=58.971kN=-(109.958-54.134+59.13×5.4+3.77×5.4×2.7)/5.4=-79.647kN其他各层剪力计算方法同上,计算结果如表5-4。表5-4框架在恒载作用下各层剪力计算表(单位:kN)层次658.971-79.64777.736-60.88232.044-28.925-4.705564.385-93.25356.559-48.19923.361-16.420-10.313466.140-91.49847.821-56.93831.015-17.739-9.795366.140-91.49847.821-56.93830.851-17.655-9.839263.799-93.83947.610-57.14827.508-19.559-10.536162.529-95.10958.606-46.1527.945-3.020-5.82781 ***小区住宅楼建筑结构设计图5-9横向框架在恒载作用下剪力图(单位:kN)81 ***小区住宅楼建筑结构设计(1)轴力图依据剪力图,根据节点平衡条件,求出框架柱轴力。表5-5框架在恒载作用下各层柱轴力计算表(单位:kN)层次位置A轴B轴D轴6柱顶-115.701-236.873-117.612柱底-133.709-254.881-135.6205柱顶-281.234-496.323-266.959柱底-299.242-514.331-284.9674柱顶-448.522-745.090-524.045柱底-466.530-763.098-443.0533柱顶-569.070-993.857-583.131柱底-587.078-1011.765-601.1392柱顶-734.017-1244.944-741.427柱底-752.025-1262.952-759.4351柱顶-897.694-1508.297-888.727柱底-922.905-1533.508-913.938图5-10横向框架柱在恒载作用下轴力图(单位:kN)81 ***小区住宅楼建筑结构设计5.3.2框架活载作用下内力计算计算方法与框架在恒载作用下的内力计算方法相同。5.3.2.1固端弯矩的计算计算结果如表5-6。表5-6框架在活载载作用下固端弯矩层次各部分产生的固端弯矩(kN·m)最终固端弯矩(kN·m)qGG1P160-2.592-1.696-0.2-4.48801.6962.59204.2880-2.529-1.6960-4.28801.6962.5290.24.4885~10-12.960-6.480-2.03-21.47006.48012.960019.4400-12.960-6.480-19.44006.48012.9602.0321.4705.3.2.2弯矩的二次分配过程采用弯矩二次分配法计算框架在恒载作用下的弯矩,分配过程如图5-9。81 ***小区住宅楼建筑结构设计图5-9弯矩二次分配法计算活载作用下框架梁柱弯矩(单位:kN·m)81 ***小区住宅楼建筑结构设计5.3.2.3绘制内力图(1)弯矩图根据弯矩二次分配法计算结果,画出恒载作用下框架梁柱的弯矩图,如图5-10所示。图5-10横向框架在活载作用下弯矩图(单位:kN·m)81 ***小区住宅楼建筑结构设计(1)剪力图表5-7框架在活载作用下各层剪力计算表层次63.036-3.4443.444-3.0363.720-3.7200515.074-17.32617.326-15.0746.071-6.0710415.215-17.18517.185-15.2155.773-5.7730315.215-17.18517.185-15.2155.724-5.7240215.238-17.16217.162-15.2386.534-6.5340114.833-17.56717.567-14.8331.891-1.8910图5-11横向框架在活载作用下剪力图(单位:kN)81 ***小区住宅楼建筑结构设计(1)轴力图表5-8框架在活载载作用下各层柱轴力计算表(单位:kN)层次位置A轴B轴D轴6柱顶-4.656-17.000-4.656柱底-22.664-35.008-22.6645柱顶-45.838-85.860-45.838柱底-63.846-103.868-63.8464柱顶-87.161-154.438-87.161柱底-105.169-172.446-105.1693柱顶-128.484-223.016-128.484柱底-146.492-241.024-146.4922柱顶-169.830-291.548-169.830柱底-187.838-309.556-187.8381柱顶-210.771-360.890-210.771柱底-235.982-386.101-235.982图5-12横向框架柱在活载作用下轴力图(单位:kN)81 ***小区住宅楼建筑结构设计6内力组合6.1框架梁内力组合梁一般取梁端和跨中作为梁承载力设计的控制截面。一般情况下,梁端为抵抗负弯矩和剪力设计控制截面,但在有地震作用组合时,也要组合梁端的正弯矩,因此梁的最不利组合内力有:梁端截面:、、梁跨中截面:6.2梁端弯矩调幅在竖向荷载作用下,可考虑框架梁端塑性变形产生的内力重分布,对梁端负弯矩乘以条幅系数进行调幅,并应符合以下规定:(1)现浇框架梁端负弯矩条幅系数β可取0.8~0.9。=β=β(2)框架梁端负弯矩调幅后,梁跨内弯矩应按平衡条件相应增大。注:本章各内力组合时的单位及方向:(a)柱的内力及梁的剪力仍沿用结构力学的规定,即柱弯矩以顺时针为正,逆时针为负;梁、柱轴力为受压为正,受拉为负;梁、柱剪力以顺时针为正,逆时针为负。(b)梁的弯矩方向以下部受拉为正,上部受拉为负。表6-1弯矩调幅荷载类型杆件位置跨向弯矩标准值(kN·m)调幅系数调幅后弯矩标准值(kN·m)恒载6AB-54.134-101.95840.0590.9-48.721-91.76247.864BD-98.358-52.85340.0590.9-88.522-47.56847.6205AB-75.557-105.90656.5840.9-68.001-95.31557.216BD-79.145-56.57429.9010.9-71.231-50.91736.6874AB-73.044-107.21856.5840.9-65.740-96.49657.133BD-77.832-53.21629.9010.9-70.049-47.89436.4533AB-73.044-107.21856.5840.9-65.740-96.49657.13381 ***小区住宅楼建筑结构设计续表6-1BD-77.832-53.21629.9010.9-70.049-47.89436.4532AB-73.591-107.10756.5840.9-66.232-96.39657.151BD-77.945-52.1929.9010.9-70.151-46.97136.4081AB-66.288-106.66256.5840.9-59.659-95.99656.907BD-81.105-47.52629.9010.9-72.995-42.77336.333活载6AB-4.158-5.2581.9440.9-3.742-4.7322.415BD-5.258-4.1581.9440.9-4.732-3.7422.4155AB-16.556-22.6399.720.9-14.900-20.37511.680BD-22.639-16.5569.720.9-20.375-14.90011.6804AB-17.318-22.6399.720.9-15.586-20.37511.718BD-22.639-17.3189.720.9-20.375-15.58611.7183AB-17.318-22.6399.720.9-15.586-20.37511.718BD-22.639-17.3189.720.9-20.375-15.58611.7182AB-17.443-22.6399.720.9-15.699-20.37511.724BD-22.639-17.4439.720.9-20.375-15.69911.7241AB-15.611-22.9939.720.9-14.050-20.69411.650BD-22.993-15.6119.720.9-20.694-14.05011.65081 华苑小区1#住宅楼建筑结构设计43表6-2框架梁内力组合表层次跨向截面内力荷载种类竖向荷载组合地震作用组合1.2(①+0.5②)+1.3③/④恒载①活载②左震③右震④1.35①+②1.2①+1.4②左震右震6AB梁左端M-48.721-3.74225.740-25.740-69.515-63.704-151.080-94.172V58.9713.036-9.2209.22082.64775.016180.02884.573跨中M47.8642.4153.415-3.41567.03160.818146.02754.446梁右端M-91.762-4.732-18.91018.910-128.611-116.739-280.148-88.371V-79.647-3.444-9.2209.220-110.967-100.398-241.900-85.657BD梁左端M-88.522-4.73218.910-18.910-124.237-112.851-270.573-133.649V77.7363.444-9.2209.220108.38898.105236.253107.336跨中M47.6202.415-3.4153.41566.70260.525145.30663.033梁右端M-47.568-3.742-25.74025.740-67.959-62.320-147.673-25.865V-60.882-3.036-9.2209.220-85.227-77.309-185.675-62.89481 华苑小区1#住宅楼建筑结构设计续表6-244AB梁左端M-68.001-14.90055.810-55.810-106.701-102.461-229.253**大学毕业设计-163.094V64.38515.074-20.14020.140101.99498.366218.898112.488跨中M57.21611.680-8.8978.89788.92285.011191.26587.233梁右端M-95.315-20.375-41.75041.750-149.050-142.903-320.368-72.328V-93.253-17.326-20.14020.140-143.218-136.160-308.482-96.117BD梁左端M-71.231-20.37541.750-41.750-116.537-114.002-249.200-151.977V56.55917.326-20.14020.14093.68192.127200.051104.448跨中M36.68711.680-7.2807.28061.20760.376130.60260.496梁右端M-50.917-14.900-55.81055.810-83.638-81.960-178.7702.513V-48.199-15.074-20.14020.140-80.143-78.942-171.069-40.7014AB梁左端M-65.740-15.58677.000-77.000-104.335-100.708-223.875-188.340V66.14015.215-29.06029.060104.504100.669224.352126.275跨中M57.13311.718-16.91316.91388.84884.965191.09297.57781 华苑小区1#住宅楼建筑结构设计续表6-245梁右端M-96.496-20.375-63.78063.780-150.645-144.320-323.858-45.106V-91.498-17.185-29.06029.060-140.707-133.857-303.028-82.331BD梁左端M-70.049-20.37563.780-63.780-114.941-112.584-245.707-179.198V47.82117.185-29.06029.06081.74381.444173.963105.474跨中M36.45311.718-6.5656.56560.93060.149129.98359.309梁右端M-47.894-15.586-77.00077.000-80.243-79.293-171.14033.276V-56.938-15.215-29.06029.060-92.081-89.627-197.160-39.6773AB梁左端M-65.740-15.586105.120-105.120-104.335-100.708-223.875-224.896V66.14015.215-38.44038.440104.504100.669224.352138.469跨中M57.13311.718-18.94018.94088.84884.965191.092100.212梁右端M-96.496-20.375-81.12081.120-150.645-144.320-323.858-22.564V-91.498-17.185-38.44038.440-140.707-133.857-303.028-70.137BD梁左M-70.049-20.37581.120-81.120-114.941-112.584-245.707-201.74081 华苑小区1#住宅楼建筑结构设计续表6-246端V47.82117.185-38.44038.44081.74381.444173.963117.668跨中M36.45311.718-12.00012.00060.93060.149129.98366.374梁右端M-47.894-15.586-105.120105.120-80.243-79.293-171.14069.832V-56.938-15.215-38.44038.440-92.081-89.627-197.160-27.4832AB梁左端M-66.232-15.699114.760-114.760-105.112-101.457-225.544-238.086V63.79915.238-41.93041.930101.36797.892217.478140.211跨中M57.15111.724-20.67020.67088.87884.995191.157102.487梁右端M-96.396-20.375-88.39088.390-150.510-144.200-323.563-12.993V-93.839-17.162-41.93041.930-143.845-136.634-309.902-68.395BD梁左端M-70.151-20.37588.390-88.390-115.079-112.706-246.009-211.313V47.61017.162-41.93041.93081.43681.159173.295121.938跨中M36.40811.724-13.18513.18560.87560.103129.86167.865梁右M-46.971-15.699-114.760114.760-79.110-78.344-168.62783.40381 华苑小区1#住宅楼建筑结构设计续表6-247端V-57.148-15.238-41.93041.930-92.388-89.911-197.825-23.2111AB梁左端M-59.659-14.050135.660-135.660-94.590-91.261-202.987-256.379V62.52914.833-48.10048.10099.24795.801212.956146.465跨中M56.90711.650-19.69319.69388.47484.598190.295100.879梁右端M-95.996-20.694-97.37097.370-150.289-144.167-322.987-1.031V-95.109-17.567-48.10048.100-145.964-138.725-314.424-62.141BD梁左端M-72.995-20.69497.370-97.370-119.237-116.566-255.019-226.591V58.60617.567-48.10048.10096.68594.921206.558143.397跨中M36.33311.650-19.14519.14560.70059.910129.49975.478梁右端M-42.773-14.050-135.660135.660-71.794-70.998-153.089116.600V-46.152-14.833-48.10048.100-77.138-76.149-164.562-1.75281 华苑小区1#住宅楼建筑结构设计48表6-3横向框架柱内力组合层次跨向截面内力荷载种类竖向荷载组合地震作用组合1.2(①+0.5②)+1.3③/④恒载①活载②左震③右震④1.35①+②1.2①+1.4②左震右震6A柱柱顶M54.1344.158-25.74025.74077.23970.78233.994100.918N115.7014.656-9.2209.220160.852145.360129.649153.621柱底M41.9977.001-13.86013.86063.69760.19836.57972.615N133.70922.644-9.2209.220203.151192.152162.051186.023B柱柱顶M-3.6000.000-37.82037.820-4.860-4.320-53.48644.846N236.87317.000-18.44018.440336.779308.048270.476318.420柱底M-10.5150.000-23.18123.181-14.195-12.618-42.75317.517N254.88135.008-18.44018.440379.097354.868302.890350.834D柱柱M-52.853-4.158-25.74025.740-75.510-69.245-99.380-32.45681 华苑小区1#住宅楼建筑结构设计续表6-349顶N117.6124.656-9.2209.220163.432147.653131.942155.914柱底M-33.922-7.001-13.86013.860-52.796-50.508-62.925-26.889N135.62022.664-9.2209.220205.751194.474164.356188.3285A柱柱顶M33.5609.555-41.94741.94754.86153.649-8.526100.536N281.23445.838-29.36029.360425.504401.654326.816403.152柱底M33.5228.659-24.96524.96553.91452.34912.96777.876N299.24263.846-29.36029.360467.823448.475359.230435.566B柱柱顶M-16.2460.000-60.32160.321-21.932-19.495-97.91358.922N496.32385.860-58.72058.720755.896715.792570.768723.440柱底M-14.6930.000-47.38847.388-19.836-17.632-79.23643.973N514.331103.868-58.72058.720798.215762.612603.182755.854D柱柱顶M-22.652-9.555-41.94741.947-40.135-40.559-87.44721.616N266.95945.838-29.36029.360406.233384.524309.686386.02281 华苑小区1#住宅楼建筑结构设计续表6-350柱底M-26.608-8.659-24.96524.965-44.580-44.052-69.580-4.671N284.96763.846-29.36029.360448.551431.345342.100418.4364A柱柱顶M56.5228.659-52.03952.03984.96479.9495.371140.673N448.52287.161-58.42058.420692.666660.252514.577666.469柱底M36.5228.659-42.57842.57857.96455.949-6.330104.373N466.530105.169-58.42058.420734.985707.073546.991698.883B柱柱顶M-14.6930.000-80.17080.170-19.836-17.632-121.85386.589N745.090154.438-116.840116.8401160.3101110.321834.8791138.663柱底M-14.6930.000-65.59465.594-19.836-17.632-102.90467.641N763.098172.446-116.840116.8401202.6281157.142867.2931171.077D柱柱顶M-26.608-8.659-52.03952.039-44.580-44.052-104.77630.526N425.04587.161-58.42058.420660.972632.079486.405638.297柱M-26.608-8.659-42.57842.578-44.580-44.052-92.47618.22681 华苑小区1#住宅楼建筑结构设计续表6-351底N443.053105.169-58.42058.420703.291678.900518.819670.7113A柱柱顶M56.5228.659-62.53862.53884.96479.949-8.278154.321N569.070128.484-96.86096.860896.729862.762634.056885.892柱底M36.0308.512-51.16851.16857.15355.153-18.175114.862N587.078146.429-96.86096.860938.984909.494666.433918.269B柱柱顶M-14.6930.000-96.34296.342-19.836-17.632-142.876107.613N993.857223.016-193.420193.4201564.7231504.8511074.9921577.884柱底M-14.8240.000-78.82578.825-20.012-17.789-120.26184.684N1011.865241.024-193.420193.4201607.0421551.6721107.4061610.298D柱柱顶M-26.608-8.659-62.53862.538-44.580-44.052-118.42444.174N583.131128.484-96.86096.860915.711879.635650.930902.766柱M-26.356-8.512-51.16851.168-44.093-43.544-103.25329.78481华苑小区1#住宅楼建筑结构设计底N601.139146.492-96.86096.860958.030926.456683.344935.18081 华苑小区1#住宅楼建筑结构设计522续表6-3A柱柱顶M37.5618.931-63.59063.59059.63857.577-32.235133.099N734.017169.830-138.790138.7901160.7531118.582802.2911163.145柱底M44.92610.671-63.59063.59071.32168.851-22.353142.981N752.025187.838-138.790138.7901203.0721165.403834.7061195.560B柱柱顶M-14.3380.000-97.96297.962-19.356-17.206-144.556110.145N1244.944291.548-277.580277.5801972.2221902.1001308.0082029.716柱底M-17.2700.000-97.96297.962-23.315-20.724-148.075106.627N1262.952309.556-277.580277.5802014.5411948.9211340.4222062.130D柱柱顶M-25.834-8.931-63.59063.590-43.807-43.504-119.02646.308N741.427169.830-138.790138.7901170.7561127.474811.1831172.037柱底M-32.844-10.671-63.59063.590-55.010-54.352-128.48236.852N759.435187.838-138.790138.7901213.0751174.295843.5981204.452A柱柱M21.3264.940-72.07072.07033.73032.507-65.136122.24681 华苑小区1#住宅楼建筑结构设计续表6-3153顶N897.694210.771-186.890186.8901422.6581372.312960.7381446.652柱底M12.0453.000-133.844133.84419.26118.654-157.743190.251N922.905235.982-186.890186.8901481.9041437.8611006.1181492.032V-7.945-1.89149.026-49.026-12.617-97.98753.065-74.402B柱柱顶M-8.2420.000-96.78096.780-11.127-9.890-135.704115.924N1508.297360.890-373.780373.8702397.0912315.2021540.5762512.521柱底M-4.4420.000-145.170145.170-5.997-5.330-194.051183.391N1533.508386.101-373.780373.7802456.3372380.7511585.9562557.784V5.8270.00057.607-57.6077.86669.92481.882-67.897D柱柱顶M-14.682-4.940-72.07072.070-24.761-24.534-114.27373.109N888.727210.771-186.890186.8901410.5521361.552949.9781435.89281华苑小区1#住宅楼建筑结构设计柱底M-9.792-3.000-133.844133.844-16.219-15.950-187.548160.447N913.938235.982-186.890186.8901469.7981427.100995.3581481.27281 华苑小区1#住宅楼建筑结构设计续表6-354V3.0201.89149.026-49.0265.96838.88768.492-58.97581 华苑小区1#住宅楼建筑结构设计7截面设计7.1框架梁截面设计框架梁的截面设计包括正截面抗弯承载力设计和斜截面抗剪承载力设计,然后再根据构造要求统一调整和布置纵向钢筋和箍筋。为确保框架梁“强剪弱弯”,在抗震设计中,抗震等级一、二、三级的框架梁,其梁端截面组合的剪力设计值应按下式调整:式中:为梁端剪力增大系数,抗震等级一级取1.3,二级取1.2,三级取1.1。梁截面计算结果如表下附表7-1、7-2、7-3、7-4。7.2框架柱截面设计框架柱在压(拉)力、弯矩、剪力的共同作用下,纵向钢筋按正截面抗弯承载力设计,箍筋按斜截面抗剪承载力进行设计,此外为了使柱具有一定的延性,要控制柱的轴压比。为了满足和提高框架结构“强柱弱梁”程度,在抗震设计中采用增大柱端弯矩设计值的方法,抗震等级一、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者及框支柱的节点外,柱端组合的弯矩设计值应符合以下要求:式中:—柱端弯矩增大系数,抗震等级为一、二、三级的分别取1.4、1.2、1.1。为了避免框架结构底层柱下端过早屈服,影响整个结构的变形能力,抗震等级一、二、三级框架结构底层,柱下端截面组合的弯矩设计值,应分别乘以增大系数1.5、1.25和1.15.底层纵向钢筋宜按上下端不利情况配置。抗震设计时,框架的剪力设计值要适当提高,抗震等级一、二、三级的框架柱和支柱组合的剪力设计值按下式调整:式中:—柱的净高—柱剪力增大系数,一级、二级、三级分别取1.4、1.2和1.1。81 华苑小区1#住宅楼建筑结构设计注:由内力计算可知,本工程柱子各截面剪力设计值甚小,故不进行斜截面承载力计算,箍筋按抗震构造要求配置,箍筋采用双肢,直径均为A8。7.3柱子计算时需要用到的公式(1)(2)(3)(4)(5)(6)(7)(8)(大偏心);(小偏压)(9)(大偏心)(小偏心)81 华苑小区1#住宅楼建筑结构设计57表7-1横梁正截面受弯承载力计算层次b×h截面位置组合内力柱边截面弯矩实际选用(mm)6250×500A支座-69.51582.647-50.9194700.0540.056306.2893C16=603跨中67.03167.0314700.0710.074407.0323C16=603B支座左-128.611-110.967-103.6434700.1100.117643.7124C16=804250×500B支座右-124.237108.388-99.8504700.1060.112618.6564C16=804跨中66.70266.7024700.0710.074404.9553C16=603D支座-67.959-85.277-48.7724700.0520.053293.0072C16=4025250×500A支座-106.701101.994-83.7524700.0890.093513.7353C16=603跨中88.92288.9224700.0940.099547.1883C16=603B支座左-149.050-143.218-116.8264700.1240.133731.8014C16=804250×B支座右-116.53793.681-95.4594700.1010.107589.8144C16=80481 华苑小区1#住宅楼建筑结构设计500跨中61.20761.2074700.0650.067370.3883C16=603续表7-15881华苑小区1#住宅楼建筑结构设计D支座-83.638-80.143-65.6064700.0700.072398.0403C16=6034250×500A支座-104.335104.504-80.8224700.0860.090494.8693C16=603跨中88.84888.8484700.0940.099546.7083C16=603B支座左150.645140.707-118.9864700.1260.135746.3904C16=804250×500B支座右-114.94181.444-96.6164700.1030.108597.4004C16=804跨中60.93060.9304700.0650.067368.6513C16=603D支座-80.243-92.081-59.5254700.0630.065359.8523C16=6033250×500A支座-104.335104.504-80.8824700.0860.090494.8693C16=603跨中88.84888.8484700.0940.099546.7083C16=603B支座左-150.645-140.707-118.9864700.1260.135746.3904C16=804250×500B支座右-114.94181.743-96.5494700.1020.108596.9584C16=804跨中60.93060.9304700.0650.067368.6513C16=60381 华苑小区1#住宅楼建筑结构设计续表7-159D支座-80.243-92.081-59.5254700.0630.065359.8523C16=6032250×500A支座-105.112101.367-82.3044700.0870.092504.4063C16=603跨中88.87888.8784700.0940.099546.9033C16=60381华苑小区1#住宅楼建筑结构设计B支座左-150.510-143.845-118.1454700.1250.134740.7044C16=804250×500B支座右-115.07981.436-96.7564700.1030.109598.3174C16=804跨中60.87560.8754700.0650.067368.3073C16=603D支座-79.110-92.590-58.2774700.0620.064352.0523C16=6031250×500A支座-94.59099.247-72.2594700.0770.080440.1543C16=603跨中88.47488.4744700.0940.099544.2803C16=603B支座左-150.289-145.964-117.4474700.1250.134735.9924C16=804250×500B支座右-119.23796.685-97.8434700.1030.109603.0884C16=804跨中60.70060.7004700.0640.067367.2103C16=603D支座-71.794-77.138-54.4384700.0580.060328.1233C16=60381 华苑小区1#住宅楼建筑结构设计60表7-2横梁正截面抗震计算层次b×h截面位置组合内力柱边截面弯矩实际选用6250×A支座-151.080180.028-110.5740.754700.0880.092508.4364C16=804跨中146.027146.0270.754700.1160.124682.7844C16=80481华苑小区1#住宅楼建筑结构设计500B支座左-280.148-241.900-225.7210.754700.1800.2001099.7864C20=1256250×500B支座右-270.573236.253-217.4160.754700.1730.1911054.5104C20=1256跨中145.306145.3060.754700.1160.123679.1754C16=804D支座-147.673-185.675-105.8960.754700.0840.088485.8854C16=8045250×500A支座-229.253218.898-180.0010.754700.1430.155855.9833C20=941跨中191.265191.2650.754700.1520.166914.8483C20=941B支座左-320.368-308.482-250.9600.754700.2000.2251240.3374C20=1256250×500B支座右-249.200200.051-204.1890.754700.1630.179983.3284C20=1256跨中130.602130.6020.754700.1040.110606.1672C20=628D支座-178.770-171.069-140.2790.754700.1120.119654.0942C20=6284250×500A支座-223.875224.352-173.3960.754700.1380.149821.8083C20=941跨中191.092191.0920.754700.1520.166913.9383C20=941B支座左-323.858-303.028-255.6770.754700.2040.2301267.1234C20=1256250×500B支座右-245.707173.963-206.5650.754700.1640.181996.0364C20=1256跨中129.983129.9830.754700.1030.109603.1172C20=628D支座-171.140-197.160-126.7790.754700.1010.107587.3622C20=6283250A支座-223.875224.352-173.3960.754700.1380.149821.8083C20=94181 华苑小区1#住宅楼建筑结构设计续表7-2×61500跨中191.092191.0920.754700.1520.166913.9383C20=941B支座左-323.858-303.028-255.6770.754700.2040.2301267.1234C20=1256250×500B支座右-245.707173.963-206.5650.754700.1640.181996.0364C20=1256跨中129.863129.8630.754700.1030.109602.5262C20=628D支座-171.140-197.160-126.7790.754700.1010.107587.3622C20=6282250×500A支座-225.544217.478-176.6110.754700.1410.152838.4143C20=941跨中191.157191.1570.754700.1520.166914.2803C20=941B支座左-323.563-309.902-253.8350.754700.2020.2281256.6454C20=1256250×500B支座右-246.009173.295-207.0180.754700.1650.181998.4584C20=1256跨中129.861129.8610.754700.1030.109602.5162C20=628D支座-168.627-197.825-124.1160.754700.0990.104574.3072C20=6281250×500A支座-202.987212.956-155.0720.754700.1230.132728.2823C20=941跨中190.295190.2950.754700.1520.165909.7493C20=941B支座左-322.987-314.424-252.2420.754700.2010.2261247.6004C20=1256250×500B支座右-255.019206.558-208.5430.754700.1660.1831006.6394C20=1256跨中129.499129.4990.754700.1030.109600.7342C20=628D支座-153.089-164.562-116.0630.754700.0920.097535.0282C20=62881华苑小区1#住宅楼建筑结构设计表7-3横跨梁斜截面承载力计算层次b×h斜截面位置组合内力V选用箍筋(双肢)6250×500A支座82.647470495.781130.506A8@100255.942B支座左110.967470495.781130.506A8@100255.942250×500B支座右108.388470495.781130.506A8@100255.94281 华苑小区1#住宅楼建筑结构设计续表7-362D支座85.227470495.781130.506A8@100255.9425250×500A支座101.994470495.781130.506A8@100255.942B支座左143.218470495.781130.506A8@100255.942250×500B支座右93.681470495.781130.506A8@100255.942D支座80.143470495.781130.506A8@100255.9424250×500A支座104.504470495.781130.506A8@100255.942B支座左140.707470495.781130.506A8@100255.942250×500B支座右81.743470495.781130.506A8@100255.942D支座92.081470495.781130.506A8@100255.9423250×500A支座104.504470495.781130.506A8@100255.942B支座左140.707470495.781130.506A8@100255.942250×500B支座右81.743470495.781130.506A8@100255.942D支座92.081470495.781130.506A8@100255.9422250×500A支座101.367470495.781130.506A8@100255.942B支座左143.845470495.781130.506A8@100255.942250×500B支座右81.436470495.781130.506A8@100255.942D支座92.388470495.781130.506A8@100255.94281华苑小区1#住宅楼建筑结构设计1250×500A支座99.247470495.781130.506A8@100255.942B支座左145.964470495.781130.506A8@100255.942250×500B支座右96.685470495.781130.506A8@100255.942D支座77.138470495.781130.506A8@100255.94281 华苑小区1#住宅楼建筑结构设计表7-4横梁斜截面受剪抗震验算63层次b×h截面位置组合内力V选用箍筋(双肢)6250×500A支座83.171185.976121.055470528.833104.405A8@100271.653B支座左83.171185.976121.055470528.833104.405A8@100271.653250×500B支座右83.171244.708133.019470528.833104.405A8@100271.653D支座83.171244.708133.019470528.833104.405A8@100271.6535250×500A支座100.886159.925133.464470528.833104.405A8@100271.65381华苑小区1#住宅楼建筑结构设计B支座左105.158159.925137.736470528.833104.405A8@100271.653250×500B支座右62.855251.713114.130470528.833104.405A8@100271.653D支座62.855251.713114.130470528.833104.405A8@100271.6534250×500A支座100.886178.769137.302470528.833104.405A8@100271.653B支座左105.158178.769141.574470528.833104.405A8@100271.653250×续表7-464500B支座右62.855278.983119.685470528.833104.405A8@100271.65381 华苑小区1#住宅楼建筑结构设计D支座62.855278.983119.685470528.833104.405A8@100271.6533250×500A支座100.886201.311141.894470528.833104.405A8@100271.653B支左105.158201.311146.166470528.833104.405A8@100271.65381华苑小区1#住宅楼建筑结构设计250×500B支座右62.855315.539127.131470528.833104.405A8@100271.653D支座62.855315.539127.131470528.833104.405A8@100271.6532250×500A支座100.886212.611144.196470528.833104.405A8@100271.653B支座左105.158212.611148.468470528.833104.405A8@100271.653250×500B支座右62.855329.412129.957470528.833104.405A8@100271.653D支座62.855329.412129.957470528.833104.405A8@100271.6531250×500A支座100.886257.410153.322470528.833104.405A8@100271.653B支座左105.158257.410157.594470528.833104.405A8@100271.653250×500B支右62.855371.619138.555470528.833104.405A8@100271.653续表7-46562.855371.619470528.833104.405A8@100271.65381 华苑小区1#住宅楼建筑结构设计D支座138.55581华苑小区1#住宅楼建筑结构设计表7-5框架柱正截面计算柱类别层次b×h(mm)柱截面内力组合MNA柱6450×450上166.188153.6211081.805201101.8052.5921.00011.0191322.885下126.089186.023677.81420697.8141.6421.00011.030918.8945450×450上126.089403.152312.75820332.7580.7831.00011.063553.838下123.132435.566282.69420302.6940.7121.00011.070523.7744450×450上140.673666.469211.07220231.0720.5441.00011.091452.152下123.693698.883176.98720196.9870.4631.00011.107418.0663450×450上154.321885.892174.19820194.1980.4571.00011.109415.278下124.049918.269135.09020155.0900.3651.00011.136376.1702450×450上133.0991163.145114.43020134.4300.3161.00011.157355.510下164.4161195.56137.52220157.5220.3711.00011.134378.6021450×450上122.2461446.65284.50320104.5030.2461.00011.253330.945下190.2511492.032127.51120147.5110.3471.00011.179373.954B柱6450×450上308.163318.42967.78820987.7882.3241.00011.0211208.867下176.203350.834502.24020522.2401.2291.00011.040743.3205450×450上176.203723.44243.56320263.5630.6201.00011.080484.642下178.122755.854235.65720255.6570.6021.00011.082476.73681华苑小区1#住宅楼建筑结构设计4450×450上178.1221138.663156.43120176.4310.4151.00011.119397.510续表7-566下178.1221171.007152.11020172.1100.4051.00011.122393.19081 华苑小区1#住宅楼建筑结构设计3450×450上178.1221577.884112.88720132.8870.3131.00011.159353.966下177.961610.298110.51420130.5140.3071.00011.162351.5932450×450上177.962029.71687.67720107.6770.2530.83311.163325.237下207.1322062.13100.44620120.4460.2830.82011.144337.7311450×450上148.1542512.52158.9662078.9660.1860.67311.225296.762下194.0512557.78475.8672095.8670.2260.66111.182313.345D柱6450×450上162.037155.9141039.272201059.2722.4921.00011.0201280.351下98.324188.328522.08920542.0891.2761.00011.039763.1695450×450上98.324386.022254.71120274.7110.6461.00011.077495.791下94.127418.436224.95020244.9500.5761.00011.086466.0294450×450上104.776638.297164.14920184.1490.4331.00011.114405.229下94.127670.711140.33920160.3390.3771.00011.131381.4193450×450上118.424902.766131.17920151.1790.3561.00011.139372.259下103.253935.18110.41020130.4100.3071.00011.162351.4892450×450上119.0261172.037101.55520121.5550.2861.00011.173342.634下128.4821024.452125.41520145.4150.3421.00011.145366.4951450×450上114.2731435.89279.5832099.5830.2341.00011.266326.026下187.5481481.272126.61320146.6130.3451.00011.180373.055表7-6框架柱承载力计算柱类别层次b×h(mm)柱截面N判断破坏类型ξ实际配筋备注81华苑小区1#住宅楼建筑结构设计A柱6450×450上153.6210.045<0.91654.427-1500.806大偏压0.048968.7794C20=1256ρ>0.2%续表7-667下186.0230.055<0.91654.427-1468.404大偏压0.058654.0143C20=941ρ>0.2%81 华苑小区1#住宅楼建筑结构设计5450×450上403.1520.119<0.91654.427-1251.275大偏压0.126435.7982C20=628ρ>0.2%下435.5660.129<0.91654.427-1218.861大偏压0.136386.4252C20=628ρ>0.2%4450×450上666.4690.197<0.91654.427-987.958大偏压0.209330.8942C20=628ρ>0.2%下698.8830.207<0.91654.427-955.544大偏压0.219192.0262C20=628ρ>0.2%3450×450上885.8920.262<0.91654.427-768.535大偏压0.277302.8012C20=628ρ>0.2%下918.2690.272<0.91654.427-736.158大偏压0.28878.2152C20=628ρ>0.2%2450×450上1163.1450.344<0.91654.427-491.282大偏压0.36463.7972C20=628ρ>0.2%下1195.560.354<0.91654.427-458.867大偏压0.374275.2012C20=628ρ>0.2%1450×450上1446.6520.428<0.91654.427-207.775大偏压0.45322.0642C20=628ρ>0.2%下1492.0320.441<0.91654.427-162.395大偏压0.467499.6672C20=628ρ>0.2%B柱6450×450上318.420.094<0.91654.427-1336.007大偏压0.1001780.1744C25=1964ρ>0.2%下350.8340.104<0.91654.427-1303.593大偏压0.110832.4084C20=1256ρ>0.2%5450×450上723.440.214<0.91654.427-930.987大偏压0.227541.4522C20=628ρ>0.2%下755.8540.224<0.91654.427-898.573大偏压0.237535.5332C20=628ρ>0.2%4450×450上1138.6630.337<0.91654.427-515.764大偏压0.357381.6882C20=628ρ>0.2%下1171.0070.346<0.91654.427-483.42大偏压0.367374.8942C20=628ρ>0.2%3450×450上1577.8840.467<0.91654.427-76.543大偏压0.494371.9932C20=628ρ>0.2%下1610.2980.476<0.91654.427-44.129大偏压0.504377.2162C20=628ρ>0.2%2450×450上2029.7160.600<0.91654.427375.289小偏压0.560783.5813C20=941ρ>0.2%下2062.130.610<0.91654.427407.703小偏压0.617814.6133C20=941ρ>0.2%1450×450上2512.5210.743<0.91654.427858.094小偏压0.5731324.0904C25=1964ρ>0.2%下2557.7840.756<0.91654.427903.357小偏压0.5631752.6514C25=1964ρ>0.2%D柱6450×450上155.9140.046<0.91654.427-1498.513大偏压0.049937.3524C20=1256ρ>0.2%下188.3280.056<0.91654.427-1466.099大偏压0.059458.6562C20=628ρ>0.2%续表7-6685450×450上386.0220.114<0.91654.427-1268.405大偏压0.121258.6192C20=628ρ>0.2%81 华苑小区1#住宅楼建筑结构设计下418.4360.124<0.91654.427-1235.991大偏压0.131200.1212C20=628ρ>0.2%4450×450上638.2970.189<0.91654.427-1016.13大偏压0.200100.6082C20=628ρ>0.2%下670.7110.198<0.91654.427-983.716大偏压0.2104.8612C20=628ρ>0.2%3450×450上902.7660.267<0.91654.427-751.661大偏压0.28345.9092C20=628ρ>0.2%下935.180.277<0.91654.427-719.247大偏压0.293-73.3192C20=628ρ>0.2%2450×450上1172.0370.347<0.91654.427-482.39大偏压0.367-35.6962C20=628ρ>0.2%下1024.4520.303<0.91654.427-629.975大偏压0.32168.6922C20=628ρ>0.2%1450×450上1435.8920.425<0.91654.427-218.535大偏压0.450-34.2932C20=628ρ>0.2%下1481.2720.438<0.91654.427-173.155大偏压0.464479.4562C20=628ρ>0.2%81华苑小区1#住宅楼建筑结构设计注:本章表格内弯矩单位均为,剪力、轴力单位均为。81 华苑小区1#住宅楼建筑结构设计8现浇楼面板的设计本工程楼盖均为整体现浇楼盖,楼板示意图如图8-1。图8-1楼面板布置示意图8.1荷载计算板的可变荷载标准值为2.0永久荷载分项系数取1.2;因楼面可变荷载标准值小于4.0kN/m2,所以可变荷载分项系数取1.4,于是板的:永久荷载设计值:g=3.95×1.2=4.74可变荷载设计值:q=2.0××1.4=2.881 华苑小区1#住宅楼建筑结构设计荷载总设计值:g+q=7.54,可近似取8.08.2计算简图次梁截面为200mm×400mm;按塑性内力重分布设计,板的计算跨度:边跨:=1800-200+100/2=1650mm中跨:=1800-2000=1600mm因跨度相差小于10%,可按照等跨连续板计算。取1m宽板带作为计算单元,计算简图如图12-2所示。图8-2板的计算简图8.3弯矩设计值查规范得,板的弯矩系数分别为:边跨中,1/14;离端第二支座,-1/11;中跨中,1/16;中间支座,-1/14。=8.0×1.65×1.65/14=1.56kN·m=-8.0×1.65×1.65/11=-1.98kN·m=-8.0×1.6×1.6/14=-1.46kN·m=8.0×1.6×1.6/16=1.28kN·m这是对于端区格单向板而言的,对于中间区格单向板,和应乘以0.8,分别为:81 华苑小区1#住宅楼建筑结构设计=-1.46×0.8=-1.168kN·m=1.28×0.8=1.024kN·m8.4正截面受弯承载力计算环境类别为一级,C30混凝土,板的最小保护层厚度c=15mm,板厚100mm,=100-20=80mm;板宽b=1000mm。C30混凝土,=1.0,=14.3;HRB335钢筋,=300。板的配筋计算过程见表8-1。表8-1板配筋计算过程截面1B2C弯矩设计值(kN.m)1.56-1.981.28-1.460.0170.0220.0140.0160.0170.0220.0140.016计算配筋64.8383.8953.3961.01实际配筋B8@190=265B8@190=265B8@190=265B8@190=265注:上表中/bh=265/(1000×100)=0.27%,此值大于0.45%=0.45×1.43/300=0.22%,同时大于0.2%,满足最小配筋率要求。81 华苑小区1#住宅楼建筑结构设计9楼梯设计此处楼梯踏步高150mm,踏步宽300mm,中间休息平台宽1150mm,图9-1楼梯平面布置图81 华苑小区1#住宅楼建筑结构设计图9-2踏步详图9.1梯段板计算9.1.1荷载计算板厚取,2700+1270=3970mm板厚h=3970/30≈133mm取h=140mm。取1m宽板带为计算单元踏步板自重:(0.1565+0.3065)/2×0.3×1×25/0.3×1.2=6.95kN/m踏步地面重:(0.3+0.15)×0.02×1×20/0.3×1.2=0.72kN/m底板抹灰重:0.336×0.02×1×17/0.3×1.2=0.46kN/m栏杆重:0.1×1.2=0.12kN/m活载:1×0.3×2.5/0.3×1.4=3.50kN/m小计11.75kN/m9.1.2内力计算81 华苑小区1#住宅楼建筑结构设计9.1.3配筋计算板的有效高度=h-20=140-20=120mm,混凝土C30。抗压设计强度=14.3,钢筋HRB335抗拉强度设计值=3000.953=540选用B10@100=785。梯端板抗剪,因为=0.7×1.43×1000×120=120.12kN>20.85kN满足抗剪要求。支座构造配B10@200。9.2休息平台板计算按简支板计算,简图如图9-3。图9-3平台板计算简图以板宽1m为计算单元,计算跨度近似取:l=1270-100=1170mm板厚取100mm9.2.1荷载计算面层:0.12×1×20×1.2=0.48kN/m板自重:0.10×1×25×1.2=3.0kN/m板底粉刷:0.02×1×17×1.2=0.408kN/m活载:2.5×1×1.4=3.5kN/m81 华苑小区1#住宅楼建筑结构设计小计:7.388kN/m9.2.2内力计算9.2.3配筋计算0.994=42.34选用B8@150,=3359.3梯段梁的计算梯段梁截面b×h=200×2509.3.1荷载计算梯段板传来:11.75×3.87/2=22.74kN/m休息平台板传来:7.388×1.17/2=4.32kN/m梁自重:0.2×0.25×25×1.05×1.2=1.575kN/m小计:28.635kN/m9.3.2内力计算9.3.3配筋计算钢筋采用HRB335,=220mm0.982=373.4取2B18,=50981 华苑小区1#住宅楼建筑结构设计1/2×28.635×2.6=37.226kN0.25×1×14.3×200×220=157.3kN>37.226kN0.7×1.43×200×220=44.044kN>37.266kN所以只需要按照构造配置箍筋,选A6@150双肢箍筋。81 华苑小区1#住宅楼建筑结构设计10基础设计10.1基础设计此处采用独立柱基础,以A柱为例,基础内力如图14-1所,进行基础内力分配及配筋计算。基础采用C25混凝土,垫层采用C15混凝土,垫层后100mm厚,不考虑地基变形验算,允许地基承载力24010.2基础底面积计算地基承载力设计值:图10-1基础内力图81 华苑小区1#住宅楼建筑结构设计190.2511482.032kN考虑有基础梁和梁上的墙体传给基础顶面的竖向荷载设计值,基础梁尺寸采用250×400。1.2×0.25×0.4×25×(4.5+4.95/2)+1.2×4.44×(4.5+4.95/2)×(4.2-0.5-0.4)=143.562kN=(1482.032+143.562)/(264-20×1.2)=6.77=7.447~9.478取基础底面尺寸为a×b=3.00m×3.00mA=9.0010.3承载力计算基础抵抗矩:10.4抗冲切验算在轴心荷载作用下:(为相应荷载效应基本组合的地基净反力)要满足:81 华苑小区1#住宅楼建筑结构设计式中:—冲切力作用面积—受冲切承载力截面高度影响系数,当基础高度不大于800mm时取1.0,当基础高度大于或等于2000mm时取0.9。基础高度h如图14-1所示,取为700mm。C20混凝土满足抗冲切要求,故基础高度选为0.7m。要求:满足抗冲切要求10.5内力及配筋计算81 华苑小区1#住宅楼建筑结构设计图10-2基础截面图1-1截面,即柱边截面2-2截面,即柱边截面3-3截面,变阶截面处4-4截面,变阶截面处按和中大值配置平行于a方向的钢筋,并放置于下层;按和中大值配置平行于b方向的钢筋,并放置于上排;81 华苑小区1#住宅楼建筑结构设计放置下层:n=(a-100)/s+1=(3000-100)/100+1=30根取s=100,取d=12mm,即A12@100放置上排:n=(a-100)/s+1=(3000-100)/200+1=16根取s=200,d=14mm取d=14mm,即A14@20081 华苑小区1#住宅楼建筑结构设计结语通过毕业设计,我不仅温习了以前在课堂上学习的专业知识,同时我也得到了老师和同学的帮助,学习和体会到了建筑结构设计的基本技能和思想。特别值得一提的是,我深深的认识到作为一个结构工程师,应该具备一种严谨的设计态度,本着建筑以人为本的思想,力求做到实用、经济、美观;在设计一栋建筑物的过程中,应该严格按照建筑规范的要求,同时也要考虑各个工种的协调和合作,特别是结构和建筑的交流,结构设计和施工的协调。这就要求一个结构工程师应该具备灵活的一面,不仅要抓住建筑结构设计的主要矛盾,同时也要全面地考虑一些细节和局部的设计。在毕业设计的过程中,我深深地认识到各种建筑规范和规定是建筑设计的灵魂,一定要好好把握。在以后的学习和工作中,我会不断加强对建筑规范的学习和体会。有了这个根本,我们就不会犯工程上的低级错误,同时我们在处理工程问题时就会有更大的灵活性,也会有自己的创新。在本次毕业设计中,我为能用上四年的学习成果而欣喜万分,同时我深深的感觉到了基础知识的重要性。在以前学习结构力学、钢筋混凝土结构、建筑结构抗震等专业课时,总是觉得所学的东西跟实际相差的太远,甚至觉得没什么用,这可能跟当时特别想学什么就想马上能用得上有关吧。这种急功近利的思想使自己对一些专业课的学习有所放松,在毕业设计的过程中,我感觉到那些基础知识是相当重要的。在以后的学习生活中切不可急于求成而忽略了基础的夯实,对一门系统的科学,应该扎实的学习它的每一部分知识,充分利用各种实践环节,切实做到理论联系实践,学以致用。如今,对于将要迈出学校大门的我,满怀希望和对未来的美好憧憬,决心不负众望,去开创属于自己的一片天地!81 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