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'嘉应学院课程设计任务书课程名称:混凝土结构设计设计题目:多层框架结构设计学院:土木工程学院班级:土木1301姓名:学号:1指导老师:
目录一、设计任务11设计内容12设计条件2二.框架结构计算过程21.平面布置32.结构计算简图43.内力计算5(1)恒荷载计算5(2)活荷载计算8(3)荷载转化9(4)水平荷载计算15(5)弯矩调整21(6)内力组合23三.构件配筋计算321.梁的设计292.柱的设计35四.绘制框架结构施工图45
1设计题目某办公楼是五层框架结构,建筑平面图如附图所示。采用钢筋混凝土现浇框架结构设计该办公楼。选第②榀框架进行设计。根据学号选择自己的跨度L3L1×L22100mm2400mm2700mm3000mm3300mm4500mm×6000mm123454500mm×6300mm6789104500mm×6600mm11121314154500mm×6900mm16171819204500mm×7200mm21222324255100mm×6000mm26272829305100mm×6300mm31323334355100mm×6600mm36373839405100mm×6900mm41424344455100mm×7200mm464748495045
5700mm×6000mm51525354555700mm×6300mm56575859605700mm×6600mm61626364655700mm×6900mm66676869705700mm×7200mm71727374752设计资料(1)设计标高:层高3.300m,室内设计标高m,室外设计标高-0.600m,基础顶面离室外地面为600mm。(2)屋面楼面荷载:恒载1.5kN/m²(不包括板结构自重),活载2kN/m²。(3)梁上墙荷载:8kN/m。(4)基本风压:(地面粗糙度为B类)。3设计内容(1)结构布置及主要构件尺寸初选。(2)荷载计算。计算第②榀框架的梁柱承受的恒荷载、活荷载、风荷载。(3)内力计算。使用弯矩二次分配法或分层法计算竖向荷载,使用D值法计算水平荷载。(4)内力组合。考虑永久荷载控制,可变荷载控制情况。(5)框架的梁柱截面设计。进行正截面、斜截面配筋计算。(6)绘制一榀框架的结构施工图。4提交成果(1)多层框架设计计算书。(2)一榀框架结构施工图。45
二.框架结构计算过程1.平面布置(1)结构平面布置(见图2)图2结构平面布置(2)构件尺寸确定楼盖及屋盖均采用现浇混凝土结构,楼板厚度取100mm,边跨(AB、CD)梁:取h=110~112L=110~112×6900=575~690mm,取h=600mmb=12~13h=200~300mm取b=300mm中跨(BC)梁:取h=110~112L=110~112×2700=225~270mm,取h=450mmb=12~13h=83~125m,取b=300mm柱连系梁:取h=110~112L=110~112×5700=475~570mm,取500mmb=12~13h=166~250m,取200mm梁截面尺寸(mm)及各层混凝土强度等级层次混凝土强度等级横梁(b×h)纵梁(b×h)AB跨、CD跨BC跨1-5C30300×600300×450200×500柱截面:边柱Ac≥1.2Nfc1.2×(1.25×5.7×3.45×14×103×5)14.3=mm2中柱Ac≥1.2Nfc1.2×(1.25×5.7×4.8×14×103×5)14.3=mm2根据上述估算结构并综合考虑其他因素,本设计柱截面尺寸取值为:1-5层450mm×450mm,2-5层柱计算高度为层高。取3.3m;底层柱计算高度:h=3.3+0.6+0.6-0.1=4.4m.45
2.结构计算简图(1计算第②榀框架(2)计算梁、柱线刚度梁:中框架Ib=2I0ib=EIblbI0=bh312边框架Ib=1.5I0ib=EIblbI0=bh312柱:可知:AB,CD跨梁:i=2Ec×112×0.3×0.636.9=15.7×10-4E(m3)BC跨梁:i=1.5Ec×112×0.3×0.4532.7=8.44×10-4E(m3)上部各层柱:i=Ec×112×0.45×0.4533.3=10.4×10-4E(m3)底层柱:i=Ec×112×0.45×0.4534.4=7.77×10-4E(m3)算竖向荷载柱线刚度乘以0.9系数得:梁柱线刚度45
3.内力计算均布荷载向梁传递的示意图(1)恒荷载计算a)屋面框架梁线荷载的标准值:楼面框架梁线荷载标准值:1.5KN/m2100mm厚现浇钢筋混凝土板:0.10×25=2.5屋面恒荷载:4KN/m2边跨(AB,CD跨)框架梁自重:0.3×0.6×25=4.5梁侧粉刷:4.84KN/m2×(0.6-0.1)×0.02×17=0.34中跨BC跨框架梁自重:0.3×0.45×25=2.25侧梁粉刷:2.488KN/m2×(0.45-0.1)×0.02×17=0.238因此,作用在顶屋框架梁上的线荷载为:g5AB1=g5CD1=4.84KN/mg5BC1=2.488KN/mg5AB2=g5CD2=4×5.7=22.8KN/m45
g5BC2=4×2.7=10.8KN/mb)楼面框架梁线荷载标准值楼面框架梁线荷载标准值:1.5KN/m2100mm厚现浇钢筋混凝土板:0.10×25=2.54KN/m2楼面恒荷载:边跨框架梁及侧梁粉刷4.84/m边跨填充墙自重8KN/m中跨框架梁及侧梁粉刷2.488/m因此,作用在中间层框架梁上的线荷载为:gAB1=gCD1=8+4.84=12.84KN/mgBC1=2.488KN/mgAB2=gCD2=4×5.7=22.8KN/mgBC2=4×2.7=10.8KN/mc)屋面框架节点集中荷载标准值边柱连系梁梁自重0.2×0.5×5.7×25=14.25kN粉刷0.02×(0.5-0.1)×2×5.7×17=1.55kN连系梁传来的屋面自重0.5×5.7×0.5×5.7×4=32.49kN顶层边节点集中荷载G5D=G5A=48.29kN中柱连系梁自重0.25×0.5×5.7×25=14.25kN粉刷0.02×(0.5-0.1)×2×5.7×17=1.55kN连系梁传来的屋面荷载0.5×(5.7+5.7-2.7)×1.35×4=23.49kN0.5×5.7×0.5×5.7×4=32.49kN顶层中节点集中荷载G5B=G5C=71.78kNd)楼面框架节点集中荷载标准值边柱连系梁自重0.2×0.5×5.7×25=14.25kN45
粉刷0.02×(0.5-0.1)×2×5.7×17=1.55kN墙体自重5.7×8=45.6kN框架柱自重0.5×0.5×3.3×25=20.63kN连系梁传来的楼面自重0.5×5.7×0.5×5.7×4=32.49kN中间层边节点集中荷载114.52Kn中柱连系梁自重0.2×0.5×5.7×25=14.25kN中柱粉刷0.02×(0.5-0.1)×2×5.7×17=1.55kN墙体自重5.7×8=45.6kN框架柱自重0.5×0.5×3.3×25=20.63kN连系梁传来的楼面荷载0.5×(5.7+5.7-2.7)×1.35×4=23.49kN0.5×5.7×0.5×5.7×4=32.49kN中间层终结点集中荷载137.95Kne)恒荷载作用下的结构简图如图545
图5恒荷载作用下结构计算简图(2)活荷载计算活荷载计算值如下:2×5.7=11.4kN/mp5BC=2×2.7=5.4KN/mp5A=p5D=0.5×5.7×0.5×5.7×2=16.25KN0.5×(5.7+5.7-2.7)×1.35×2+0.5×5.7×0.5×5.7×2=28kN2×5.7=11.4kN/mpBC=2×2.7=5.4KN/mpA=pD=16.25KNpB=pC=28KN45
图6楼面活荷载作用下结构计算简图(3)竖向荷载作用下框架内力计算因结构和荷载均匀对称,故取对称轴一侧的框架为计算对象,且中间跨梁取为竖向滑动支座。利用弯矩二次分配法计算杆端弯矩。先计算恒荷载作用下的弯矩。第1层:SA=4×7.77×10-3E+10.4×10-3E+15.7×10-3E=4×33.87×10-3ESB=4×33.87×10-3E+2×8.44×10-3E=152.36×10-3Eμ下A=7.7733.87=0.239μ上A=10.433.87=0.307μ右A=15.733.87=0.454μ下B=4×7.77152.36=0.204μ上B=4×10.4152.36=0.273μ左B=4×15.7152.36=0.412μ右B=2×8.44152.36=0.111第2-4层:SA=4×10.4×10-3E+10.4×10-3E+15.7×10-3E=4×36.5×10-3ESB=4×36.5×10-3E+2×8.44×10-3E=162.88×10-3Eμ下A=10.436.5=0.285μ上A=10.436.5=0.285μ右A=15.736.5=0.4345
μ下B=4×10.4162.88=0.255μ上B=4×10.4162.88=0.255μ左B=4×15.7162.88=0.386μ右B=2×8.44162.88=0.104第5层:SA=4×15.7×10-3E+10.4×10-3E=4×26.1×10-3ESB=4×26.1×10-3E+2×8.44×10-3E=121.28×10-3Eμ下A=10.426.1=0.398μ右A=15.726.1=0.602μ下B=4×10.4121.28=0.343μ左B=4×15.7121.28=0.518μ右B=2×8.44121.28=0.139计算1-4层固端弯矩:MA=-112q0l2-112q1l21-2α2+α3=-112×12.84×6.92-112×22.8×6.92×(1-2×2.856.92+2.856.93)=116.91KN∙mMB=-13q0"l2-524q2l2=-13×2.488×1.352-524×10.8×1.352=-5.16KN∙m第5层固端弯矩:MA=-85.17KN∙mMB=-5.16KN∙m45
荷载作用下框架结构的弯矩二次分配45
恒荷载作用下的框架弯矩图计算活荷载作用下的弯矩MA=-112q3l21-2α2+α3=-112×11.4×6.92×(1-2×2.856.92+2.856.93=-32.98KN∙mMB=-524q2l2=-524×5.4×1.352=-2.05KN∙m45
活荷载作用下框架结构的弯矩二次分配45
活荷载作用下框架弯矩图边梁跨最大弯矩和剪力可根据梁两端的杆端弯矩及作用于梁上的荷载,用平衡条件求得。走道梁的最大弯矩画出两端弯矩连线,用叠加法求的,剪力可查结构静力学手册。将两侧的梁端剪力、节点集中力及柱轴力叠加,即得柱轴力。层次恒载内力活载内力梁端剪力A柱轴力B柱轴力梁端剪力A柱轴力B柱轴力AB左B右=C左A上A下B上B下AB左B右=C左A上A下B上B下561.4564.7710.65109.74130.37147.2167.8322.5323.873.6538.7859.4155.5276.15489.7591.6710.65334.64355.27408.13428.7622.9223.483.6598.58119.21131.28151.91389.7291.710.65559.51580.14669.06689.6922.8623.543.65158.32178.95207.1227.73289.7391.6910.65784.39805.02929.98950.6122.8623.543.65218.06238.69282.92303.55189.4991.9310.651009.031029.661191.11211.722.8223.583.65277.76298.39358.78379.4145
恒荷载作用下的梁剪力图、柱轴力图活荷载作用下的梁剪力图、柱轴力图45
(4)水平荷载计算风压彼岸准直计算公式:因为高度H=23m<30m,可取=1.3,可查《建筑结构荷载规范》,将风荷载换算成作用于框架每层节点上的集中荷载,计算过程如下表。Z为框架节点到室外地面高度,,A为一榀框架各层节点的受风面积计算如下表:层次51.01.317.61.1970.69.418.7941.01.314.31.1200.618.8116.4331.01.311.01.0280.618.8115.0821.01.37.71.000.618.8114.6711.01.34.41.000.621.9517.12层次柱别KαcDij(N/mm)∑Dij(N/mm)2-5A、D15.7+15.72×10.4=1.511.512+1.51=0.430.43×12×10.4×EC=4.93EcB、C2×(15.7+8.44)2×10.4=2.322.322+2.32=0.540.54×12×10.4×EC=6.19Ec1A、D15.77.77=2.020.5+2.022+2.02=0.630.63×12×7.77×EC=3.03EcB、C15.7+8.447.77=3.110.5+3.112+3.11=0.710.71×12×7.77×EC=3.42Ec柱侧向刚度计算表层次柱别Vij=Dij∑DijViyMijb=Vij⋅yhMiju=Vij⋅(1-y)h5A、D4.9222.24×8.79=1.940.381.94×0.38×3.3=2.431.94×0.62×3.3=3.97B、C6.1922.24×8.79=2.450.432.45×0.43×3.3=3.482.45×0.57×3.3=4.6145
4A、D4.9222.24×25.22=5.580.435.58×0.43×3.3=7.925.58×0.57×3.3=10.50B、C6.1922.24×25.22=7.020.457.02×0.45×3.3=10.427.02×0.55×3.3=12.743A、D4.9222.24×40.3=8.920.488.92×0.48×3.3=14.138.92×0.52×3.3=15.31B、C6.1922.24×40.3=11.220.5011.22×0.50×3.3=18.5111.22×0.50×3.3=18.512A、D4.9222.24×54.97=12.160.5012.16×0.50×3.3=20.0612.16×0.50×3.3=20.06B、C6.1922.24×54.97=15.300.5015.30×0.50×3.3=25.2515.30×0.50×3.3=25.251A、D3.0312.9×72.09=16.930.6016.93×0.60×4.4=44.7016.93×0.40×4.4=29.80B、C3.4212.9×72.09=19.110.5519.11×0.55×4.4=46.2519.11×0.45×4.4=37.84柱端剪力及弯矩计算表根据图所示的水平力分布,确定yn时可近似地按均布荷载考虑;本例中y1=0;对第一层柱,因为α2=3.3/4.4=0.75,所以y2为负值,查表得y2;对于第2层柱,因为α3=4.4/3.3=1.33>1,其值为负值。层次梁别Mbl(KN⋅m)MbT(KN⋅m)Vb(KN)边柱N(KN)中柱N(KN)5边梁3.9715.715.7+8.44×4.61=3.00-(3.97+3.00)6.9=-1.01-1.01-0.18过道梁8.4415.7+8.44×4.61=1.611.61-(1.61+1.61)2.7=-1.1945
4边梁10.5+2.43=12.9315.715.7+8.44×(12.74+3.48)=10.55-(12.93+10.55)6.9=-3.4-(1.01+3.4)=-4.41-0.98过道梁8.4415.7+8.44×(12.74+3.48)=5.675.67-(5.670+5.670)2.7=-4.23边梁7.92+15.31=23.2315.715.7+8.44×(18.51+10.42)=18.81-(23.23+18.81)6.9=-6.1-(6.1+4.41)=-10.51-2.37过道梁8.4415.7+8.44×(18.51+10.42)=10.1110.11-(10.11+10.11)2.7=-7.492边梁20.26+14.13=34.3915.715.7+8.44×(18.51+25.25)=28.66-(34.39+28.66)6.9=-9.14-(9.14+10.51)=19.64-4.02过道梁8.4415.7+8.44×(18.51+25.25)=15.3015.30-(15.30+15.30)2.7=-11.331边梁29.80+20.06=49.8615.715.7+8.44×(37.84+25.25)=41.03-(49.86+41.03)6.9=-13.17-(13.17+19.64)=-32.81-7.19过道梁8.4415.7+8.44×(37.84+25.25)=22.0622.06-(22.06+22.06)2.7=-16.34D值法计算线刚度计算(单位为)由公式:可知:Δμ5==0.013Δμ5h=0.<0.002满足要求Δμ4==0.04Δμ4h=0.<0.002满足要求45
Δμ3==0.06Δμ3h=0.<0.002满足要求Δμ2==0.08Δμ2h=0.<0.002满足要求Δμ4==0.19Δμ1h=0.<0.002满足要求(此层h取5m)顶层总位移为:μ=0.013+0.04+0.06+0.08+0.19=0.383(mm)风荷载作用下的框架柱弯矩图:(kN∙m)45
风荷载作用下的框架梁弯矩图:(kN∙m)45
风荷载作用下的框架剪力图:(kN)风荷载作用下的框架柱轴力图:(kN∙m)(5)弯矩换算在竖向荷载作用下换算公式:Mb=M-V∙b/2Vb=V-q∙b/2在风荷载作用下换算公式:Mb=M-V∙b/2Vb=V将框架梁在各种荷载作用下经弯矩调幅并换算至柱边截面的弯矩如下表:框架梁在恒荷载作用下梁端剪力算到柱边截面:45
第一层梁端控制截面内力标准值截面恒载内力活载内力风载内力柱轴线处柱边缘处柱轴线处柱边缘处柱轴线处柱边缘处MVMVMVMVMVMVA83.9689.4969.2286.6023.6222.8217.9222.8249.8313.1746.8713.17Bl92.3591.9371.6789.0426.2723.5820.9623.5841.0313.1738.0713.17Br18.9210.6516.5210.095.873.655.053.6522.0616.3418.3816.34第二层梁端控制截面内力标准值截面恒载内力活载内力风载内力柱轴线处柱边缘处柱轴线处柱边缘处柱轴线处柱边缘处MVMVMVMVMVMVA93.8189.7373.6286.8426.2222.8621.0822.8634.999.1432.939.14Bl100.691.6979.9788.8028.5523.5423.2523.5428.669.1426.609.14Br16.3110.6513.9110.095.173.654.353.6515.3011.3312.7511.33第三层梁端控制截面内力标准值截面恒载内力活载内力风载内力柱轴线处柱边缘处柱轴线处柱边缘处柱轴线处柱边缘处MVMVMVMVMVMVA93.2689.7273.0786.8326.2122.8621.0722.8623.236.121.866.1Bl100.191.779.4788.828.4423.5423.1423.5418.816.117.446.1Br16.6510.6514.2510.095.193.654.373.6510.117.498.427.49第四层梁端控制截面内力标准值截面恒载内力活载内力风载内力柱轴线处柱边缘处柱轴线处柱边缘处柱轴线处柱边缘处MVMVMVMVMVMVA93.3989.7573.2086.8627.0522.9221.8922.9212.933.412.173.4Bl10091.6779.3788.7828.9723.4823.6923.4810.553.49.793.4Br16.4910.6514.0910.095.043.654.223.655.674.24.734.2第五层梁端控制截面内力标准值截面恒载内力活载内力风载内力柱轴线处柱边缘处柱轴线处柱边缘处柱轴线处柱边缘处MVMVMVMVMVMVA52.161.4538.2760.2419.1522.5314.0822.533.971.013.741.01Bl63.564.7748.9363.6823.7923.8718.4223.873.001.012.771.01Br17.9510.6515.5510.097.183.656.363.651.611.191.341.19(6)内力组合45
根据内力计算结果,即可进行框架各梁柱各控制截面上的内力组合,其中梁的控制截面为梁端柱边及跨中。由于对称性,每层有5个控制截面,即下图6-7中的1、2、3、4、5号截面,表1给出了各层梁的内力组合过程。柱则分柱边和中柱(即A柱、B柱),每个柱每层有两个控制截面,以图6-7中第三层为例,控制截面为5、6号截面,表2给出了各层柱的内力组合过程。组合时,竖向荷载作用下的梁支座截面负弯矩乘了系数0.8,以考虑塑性内力重分布,跨中截面弯矩相应增大(由平衡条件确定);当风荷载作用下支座截面为正弯矩且与永久荷载效应组合时,永久荷载分项系数取1.0.图6-7注:使梁下部受拉的弯矩为正,使梁截开部分产生顺时针方向转动的剪力为正。层控制截面恒载活载风荷载(左风)内力组合①②③1.35①+1.4×0.7②1.2①+1.4②±1.4×0.6③或1.0①+1.4②±1.4×0.6③1.2①±1.4③+1.4×0.7②或1.0①±1.4③+1.4×0.7②MVMVMVMmaxMminVmaxMmaxMminVmaxMmaxMminVmax51-38.2760.24-14.0822.533.74-1.01-52.35103.4-49.37106.97-42.5499.60294.58-1.6637.2-0.670.485-1.01164.1-1.58165.98-3.78150.63-4.063-48.93-63.68-18.42-23.87-2.77-1.01-73.47-119.39-69.93-110.68-65.29-112.554-15.5510.09-6.363.651.34-1.19-21.7817.20-20.9216.22-18.0413.955-9.130-5.5400-1.19-14.20-14.97-1-13.11-1.6741-73.2086.86-21.8922.9212.17-3.4-96.24139.72-84.57133.46-70.40121.932101.45-0.9629.35-0.281.19-3.4165.7-1.57163.83-4.36152.17-6.193-79.37-88.78-23.69-23.48-9.79-3.4-104.2-143.07-110.95-142.26-108.47-134.314-14.0910.09-5.043.654.73-4.2-19.1717.20--15.2013.69-10.869.8145
5-7.670-3.400-4.2-10.950-11.17-3.53-10.03-5.8831-73.0786.83-21.0722.8621.86-6.1-95.44139.62-75.38131.08-56.06118.062101.45-0.9930.18-0.342.21-6.1166.5-1.67165.85-6.79154.41-10.063-79.47-88.8-23.14-23.54-17.44-6.1-103.9-142.95-116.86-144.64-119.16138.174-14.2510.09-4.373.658.42-7.49-18.8217.20-11.529.88-5.325.205-7.830-3.5500-7.49-11.240-11.49-6.30-10.3-10.4921-73.6286.84-21.0822.8632.93-9.14-96139.64-66.62127.25-41.10113.812100.84-0.9830.11-0.343.165-9.14165.6-1.66166.26-10.61137.72-14.313-79.97-88.80-23.25-23.54-26.60-9.14-104.6-142.95-125.16-147.19-129.96-142.434-13.9110.09-4.353.6512.75-11.33-18.4317.20-7.527.70-1.09-2.205-7.490-3.5300-11.33-10.860-11.14-95.17-9.96-15.8611-69.2286.60-17.9222.8246.87-13.17-88.8139.27-47.15124.81-14.88107.852111.70-1.2233.04-0.384.4-13.17183.2-2.02183.99-13.06147.98-20.273-71.67-89.04-20.96-23.58-38.07-13.17-93.84-157.51-124.26-150.92-138.53-148.394-16.5210.09-5.053.6518.38-16.34-21.817.20-6.083.494.263-9.725-10.100-4.2300-16.34-14.220-14.43-13.73-13.01-22.88层控制截面恒载活载风荷载(右风)内力组合①②③1.35①+1.4×0.7②1.2①+1.4②±1.4×0.6③或1.0①+1.4②±1.4×0.6③1.2①±1.4③+1.4×0.7②或1.0①±1.4③+1.4×0.7②MVMVMVMmaxMminVmaxMmaxMminVmaxMmaxMminVmax51-38.2760.24-14.0822.53-3.741.01-52.35103.4-55.65104.68-53.0195.78294.58-1.6637.2-0.67-0.4851.01164.1-1.58164.62-2.18149.27-1.233-48.93-63.68-18.42-23.872.771.01-73.47-119.39-65.27-108.99-57.53-98.384-15.5510.09-6.363.65-1.341.19-21.7817.20-23.1718.22-21.7117.355-9.130-5.54001.19-14.20-14.97-1-13.111.6741-73.2086.86-21.8922.92-12.173.4-96.24139.72-105.02139.18-104.48131.452101.45-0.9629.35-0.28-1.193.4165.7-1.57161.831.50148.843.333-79.37-88.78-23.69-23.489.793.4-104.2-143.07-94.50-136.55-81.06-124.794-14.0910.09-5.043.65-4.734.2-19.1717.20-23.1520.75-24.1021.5745
5-7.670-3.4004.2-10.950-11.173.53-10.035.8831-73.0786.83-21.0722.86-21.866.1-95.44139.62-112.10141.33-117.27118.062101.45-0.9930.18-0.34-2.216.1166.5-1.67162.143.7148.227.223-79.47-88.8-23.14-23.5417.446.1-103.9-142.95-87.56-134.39-70.33-121.094-14.2510.09-4.373.65-8.427.49-18.8217.20-25.6723.51-28.9026.175-7.830-3.55007.49-11.240-11.496.30-10.310.4921-73.6286.84-21.0822.86-32.939.14-96139.64-121.94143.89-133.30139.412100.84-0.9830.11-0.34-3.1659.14165.6-1.66160.946.22128.8611.483-79.97-88.80-23.25-23.5426.609.14-104.6-142.95-80.47-131.84-55.48-116.834-13.9110.09-4.353.65-12.7511.33-18.4317.20-28.9426.74-36.7931.5475-7.490-3.530011.33-10.860-11.14-9.52-9.9615.8611-69.2286.60-17.9222.82-46.8713.17-88.8139.27-125.89146.93-146.12144.722111.70-1.2233.04-0.38-4.413.17183.2-2.02176.609.31135.6616.853-71.67-89.04-20.96-23.5838.0713.17-93.84-157.51-60.30-128.80-31.93-111.524-16.5210.09-5.053.65-18.3816.34-21.817.20-36.9630.94-45.5538565-10.100-4.230016.34-14.220-14.4313.73-13.0122.87645
第一层柱控制截面内力组合值表柱别截面内力恒载①活载②风荷载③1.35①+1.4×0.7②1.2①±1.4③+1.4×0.7②或1.0①±1.4③+1.4×0.7②1.2①+1.4②±1.4×0.6③或1.0①+1.4②±1.4×0.6③NVMVMV左风右风左风右风A柱顶M-29.46-8.28±29.8-47.894.15-85.19-21.91-71.98-85.19-71.984.15N1009.63277.76±32.811635.201235.901529.691370.931876.021529.691876.021235.90V-10.04-2.82±16.93-16.3210.90-38.51-1.77-32.07-38.51-32.07-38.51柱底M-14.73-4.14±44.70-23.9443.79-83.3117.02-61.02-83.31-23.9443.79N1029.66298.39±32.811682.461276.151579.951419.851680.901579.951682.461276.15V-10.04-2.82±16.93-16.3210.90-38.51-1.77-32.07-38.51-16.3210.9B柱顶M23.317.03±37.8438.3687.84-19.8269.606.0387.8438.3687.84N1191.1357.78±7.191958.61531.661790.011685.951936.251531.661958.61531.66V8.242.40±19.1113.4838.99-16.1629.30-4.4538.9913.4838.99柱底M12.963.52±46.2520.9589.75-48.3459.33-20.9689.7520.9589.75N1211.7379.41±7.192007.61573.461835.921736.831991.251573.462007.61573.46V8.242.40±19.1113.4838.99-16.1629.3-4.4538.9913.4838.9945
第二层柱控制截面内力组合值表柱别截面内力恒载①活载②风荷载③1.35①+1.4×0.7②1.2①±1.4③+1.4×0.7②或1.0①±1.4③+1.4×0.7②1.2①+1.4②±1.4×0.6③或1.0①+1.4②±1.4×0.6③NVMVMV左风右风左风右风A柱顶M-47.55-13.38±20.06-77.30-42.09-98.26-58.94-92.64-98.26-77.30-42.09N784.39218.06±19.641272.63970.591182.461073.181263.051182.461272.63970.59V-30.92-8.7±12.16-50.27-28.61-62.65-41.72-75.42-62.65-50.27-28.61柱底M-54.5-15.33±20.06-88.60-52.34-108.51-70.01-103.71-108.51-88.60-52.34N805.62238.69±19.641321.501012.041228.161123.291317.411228.161321.51012.04V-30.92-8.7±12.16-50.27-28.61-62.65-41.72-75.42-62.65-50.27-28.61B柱顶M42.6511.83±25.2569.1798.1227.4288.946.5398.1269.1798.12N929.99282.92±4.021532.751201.621398.881322.701515.451201.621532.751201.62V27.527.60±15.3044.661.8919.0556.5230.8161.8944.661.89柱底M48.1213.26±25.2577.96106.0935.3997.51855.10106.0977.96106.09N950.61303.55±4.021580.801242.461443.841372.201569.081242.461580.801242.46V27.527.60±15.3044.661.8919.0556.5230.8161.8944.661.8945
第三层柱控制截面内力组合值表柱别截面内力恒载①活载②风荷载③1.35①+1.4×0.7②1.2①±1.4③+1.4×0.7②或1.0①±1.4③+1.4×0.7②1.2①+1.4②±1.4×0.6③或1.0①+1.4②±1.4×0.6③NVMVMV左风右风左风右风A柱顶M-46.63-13.12±15.31-75.81-47.74-90.61-61.82-87.18-90.61-75.81-47.74N559.51158.32±10.51910.49699.95841.28772.33901.89841.28910.49699.95V-28.15-7.92±8.92-45.76-29.05-54.03-37.38-52.36-54.03-45.76-29.05柱底M-46.26-13.02±14.13-75.21-48.49-88.05-61.87-85.61-88.05-75.21-48.49N580.14178.95±10.51958.56740.80886.253821.84955.52886.25958.56740.80V-28.15-7.92±8.92-45.76-29.05-54.03-37.38-52.36-54.03-45.76-29.05B柱顶M41.6611.63±18.5167.6487.3035.4881.8250.7387.3067.6487.30N669.06207.1±2.371106.19868.71002.51957.011094.80868.71106.19868.7V25.247.03±11.2240.9652.8921.4749.5530.7152.8940.9652.89柱底M41.6411.56±18.5167.5087.2135.3881.7050.6087.2167.5087.21N689.69227.73±2.371154.26909.551054.121006.521148.44909.551154.26909.55V25.247.03±11.2240.9652.8921.4749.5530.7152.8940.9652.8945
第四层柱控制截面内力组合值表柱别截面内力恒载①活载②风荷载③1.35①+1.4×0.7②1.2①±1.4③+1.4×0.7②或1.0①±1.4③+1.4×0.7②1.2①+1.4②±1.4×0.6③或1.0①+1.4②±1.4×0.6③NVMVMV左风右风左风右风A柱顶M-46.84-12.59±10.50-75.57-53.85-83.25-65.01-82.65-83.25-75.57-53.85N334.6498.58±4.41548.37425.07504.35468.95543.28504.35548.37425.07V-28.32-7.79±5.58-45.87-33.81-49.43-40.20-49.58-49.43-45.87-33.81柱底M-46.63-13.12±7.92-75.81-57.73-79.90-67.67-80.98-80.98-80.98-57.73N355.27119.21±4.41596.44465.92549.32518.46596.92596.92596.92465.92V-28.32-7.79±5.58-45.87-33.81-49.43-40.20-49.58-49.58-49.58-33.81B柱顶M42.0711.29±12.7467.8679.3843.7176.9955.5979.3867.8679.38N408.13131.28±0.98679.63535.41619.78591.10674.37535.41679.63535.41V25.376.95±7.0240.0944.6825.0346.0734.2744.6840.0944.68柱底M41.6611.63±10.4267.6475.9846.8075.0357.5275.9857.5275.98N428.76151.91±0.98727.70576.26664.76640.61728.10576.26728.10576.26V25.376.95±7.0241.0644.6825.0346.0734.2744.6834.2744.6845
第五层柱控制截面内力组合值表柱别截面内力恒载①活载②风荷载③1.35①+1.4×0.7②1.2①±1.4③+1.4×0.7②或1.0①±1.4③+1.4×0.7②1.2①+1.4②±1.4×0.6③或1.0①+1.4②±1.4×0.6③NVMVMV左风右风左风右风A柱顶M-52.1-19.15±3.97-89.10-75.73-86.85-85.99-92.66-92.66-92.66-75.73N109.738.78±1.01186.10146.29171.06163.14186.78186.78186.78146.29V-29.98-10.18±1.94-50.4543.7836.92-48.60-51.86-51.86-51.8643.78柱底M-46.84-14.46±2.43-77.40-66.98-73.78-74.41-78.49-78.49-78.49-66.98N130.3759.41±1.01234.22187.18216.08212.70240.47240.47240.47187.18V-29.98-10.18±1.94-50.4543.7836.92-48.60-51.86-51.86-51.8643.78B柱顶M45.616.61±4.6177.8477.4564.5481.8574.1081.8574.1077.45N147.255.52±0.18253.13201.36231.30224.78254.52224.78254.52201.36V26.388.87±2.4544.3143.7836.9146.1342.0246.1642.0243.78柱底M41.4712.65±3.4868.3867.0357.2970.4064.5570.4064.5567.03N167.8376.15±0.18301.20242.205276.28274.29308.16274.29308.16242.21V26.388.87±2.4544.3143.7836.9146.1342.0246.1342.0243.7845
三.构件配筋计算1.梁的设计梁的混凝土强度等级为C30(fc=14.3N/mm2,ft=1.43N/mm2),最小保护层厚度为25mm。受力钢筋采用HRB400(fy=360N/mm2)级,其他均为HPB300fy=270N/mm2级钢筋找出第一层梁的跨中及支座截面的最不利内力AB跨跨中截面:M=183.99KN∙m支座截面:MA=-146.12KN∙mMBL=-138.53KN∙mVA=139.27KNVBL=-157.51KNBC跨跨中截面:M=-14.43KN∙m支座截面:M=-45.55KN∙mV=17.2KN(1)梁正截面受弯承载力计算AB跨梁:先计算跨中截面。因梁板现浇,故跨中按T形截面计算。hf"=100mm,h0=565mm,hf"/h0=100/565=0.18>0.1,bf"不受此限制;bf"=l0/3=6900/3=2300mmα1fcbf"hf"h0-hf"2=1.0×14.3×2300×100×565-1002=1693.84KN∙mm>183.99KN∙mm故属于第一类T形截面。αs=Mα1fcbf"h02=183.99×1061.0×14.3×2300×5652=0.0175ξ=1-1-2αs=1-1-2×0.0175=0.018As=α1fcbf"h0ξ/fy=1.0×14.3×2300×565×0.018fy=929mm2因0.45ftfy=0.45×1.43360=0.0018<0.002,0.002bh=0.002×300×600=360mm2MmaxAB中=166.26KN∙mm可知其他层梁跨中控制截面也均属于第一类型的T型截面,用计算。其余层计算结果列表45
B)斜截面受剪承载力计算AB跨:取较大设计剪力V=146.12KNa.验算截面尺寸hwb==1.88<4,属于厚腹梁,0.25βcfcbh0=0.25×1.0×14.3×300×565=605.96>V截面满足要求0.7ftbh0=0.7×1.43×300×565=169.67KN>V所以此梁可按构造要求配置箍筋,取8ϕ@200。配箍率psv应大于或等于0.24ftfyv=0.0013BC跨:取较大设计剪力V=45.55KNa.验算截面尺寸hwb==1.38<4,属于厚腹梁,0.25βcfcbh0=0.25×1.0×14.3×300×415=296.73>V截面满足要求0.7ftbh0=0.7×1.43×300×415=83.09KN>V所以此梁可按构造要求配置箍筋,取ϕ8@200。配箍率psv应大于或等于0.24ftfyv=0.0013梁正截面配筋表第一层梁正截面配筋计算跨AB跨BC跨控制截面左支座跨中右支座左支座跨中M()-146.12183.99-138.53-45.55-14.43b或bf"(mm)3002300300200200αs=Mα1fcbh020.1070.01750.1010.0920.029ξ=1-1-2αs0.1130.0180.1070.0970.029AS=α1fcbh0ξfy(mm2)76092972032075.6实配钢筋318(763)320(942)318(763)318(763)218(509)45
第二层梁正截面配筋计算跨AB跨BC跨控制截面左支座跨中右支座左支座跨中M()-133.30166.26-129.96-36.79-11.14b或bf"(mm)3002300300300300αs=Mα1fcbh020.0970.0160.0950.0750.023ξ=1-1-2αs0.1020.0160.10.0780.029AS=α1fcbh0ξfy(mm2)68782667325795.6实配钢筋318(763)320(942)318(763)318(763)218(509)第三层梁正截面配筋计算跨AB跨BC跨控制截面左支座跨中右支座左支座跨中M()-117.27165.85-119.16-28.90-11.49b或bf"(mm)3002300300300300αs=Mα1fcbh020.0860.0160.0870.0590.023ξ=1-1-2αs0.0900.0160.0910.0610.023AS=α1fcbh0ξfy(mm2)60682661320176实配钢筋318(763)320(942)318(763)318(763)218(509)第四层梁正截面配筋计算跨AB跨BC跨控制截面左支座跨中右支座左支座跨中M()-105.02165.7-110.95-24.1-11.17b或bf"(mm)3002300300300300αs=Mα1fcbh020.0770.0160.0810.0490.023ξ=1-1-2αs0.0800.0160.0850.0500.023AS=α1fcbh0ξfy(mm2)53982657216576实配钢筋316(603)320(942)316(603)316(603)216(402)45
第五层梁正截面配筋计算跨AB跨BC跨控制截面左支座跨中右支座左支座跨中M()-55.65165.98-73.47-23.17-14.97b或bf"(mm)3002300300300300αs=Mα1fcbh020.0400.0160.0540.0470.030ξ=1-1-2αs0.0410.0160.0560.0480.029AS=α1fcbh0ξfy(mm2)27682637715896实配钢筋314(461)320(942)314(461)314(461)214(308)梁斜截面配筋表第一层梁斜截面配筋计算跨AB跨BC跨V(KN)157.5138.560.25βcfcbh0605.96>V296.73>V0.7ftbh0169.67>V83.09>V是否构造配筋是是ASVS=V-0.7ftbh01.25fyvh0//实配箍筋(ASVS)双肢8ϕ@200(0.505)双肢8ϕ@200(0.505)配筋率psv=ASVbs0.0017>0.00130.0025>0.0013第二层斜正截面配筋计算跨AB跨BC跨V(KN)147.1931.550.25βcfcbh0605.96>V296.73>V0.7ftbh0169.67>V83.09>V是否构造配筋是是ASVS=V-0.7ftbh01.25fyvh0//实配箍筋(ASVS)双肢8ϕ@200(0.505)双肢8ϕ@200(0.505)配筋率psv=ASVbs0.0017>0.00130.0025>0.0013第三层斜正截面配筋计算跨AB跨BC跨45
V(KN)144.6426.170.25βcfcbh0605.96>V296.73>V0.7ftbh0169.67>V83.09>V是否构造配筋是是ASVS=V-0.7ftbh01.25fyvh0//实配箍筋(ASVS)双肢8ϕ@200(0.505)双肢8ϕ@200(0.505)配筋率psv=ASVbs0.0017>0.00130.0025>0.0013第四层斜正截面配筋计算跨AB跨BC跨V(KN)143.0721.570.25βcfcbh0605.96>V296.73>V0.7ftbh0169.67>V83.09>V是否构造配筋是是ASVS=V-0.7ftbh01.25fyvh0//实配箍筋(ASVS)双肢8ϕ@200(0.505)双肢8ϕ@200(0.505)配筋率psv=ASVbs0.0017>0.00130.0025>0.0013第五层斜正截面配筋计算跨AB跨BC跨V(KN)119.3917.350.25βcfcbh0605.96>V296.73>V0.7ftbh0169.67>V83.09>V是否构造配筋是是ASVS=V-0.7ftbh01.25fyvh0//实配箍筋(ASVS)双肢8ϕ@200(0.505)双肢8ϕ@200(0.505)配筋率psv=ASVbs0.0017>0.00130.0025>0.00132、柱的设计45
1).第一层A轴线柱,选取三组内力进行截面配筋第一组:M2=-85.19KN∙mN=1529.69KNM1=-83.31KN∙m第二组:M2=-71.98KN∙mN=1876.02KNM1=-23.94KN∙m第一组:M2=43.79KN∙mN=1276.15KNM1=4.15KN∙m柱的截面尺寸为450mm×450mm纵筋选用HRB400级钢筋(fy=fy"=360N/mm2),箍筋选用HPB300级钢筋(fy=fy"=270N/mm2),混凝土等级为C30(fc=14.3N/mm2,ft=1.43N/mm2).取h0=410mm.(1)第一组内力的柱截面配筋计算1)取as=as"=40mm,h0=h-as=450-40=410mm杆端弯矩比M1M2=-83.3185.19=-0.98<0.9轴压比NAfc=1529.69××450×14.3=0.528<0.9截面回转半径i=h23=45023=129.9mm长细比lci=.9=34<34-12M1M2=34-12-0.98=46故不需要考虑杆件自身挠曲变形的影响。2)计算弯矩设计值ξC=0.5fcAN=0.5×14.3×450×.69×103=0.95Cm=0.7+0.3M1M2=0.7+0.3×0.98=0.99ea=h30=45030=15mm<20mm,取20mmηns=1+11300M2N+eah0l0h2ξC=1+.19×.69×103+02×0.95=1.3845
M=CmηnsM2=0.99×1.38×85.19=111.68KN∙m1)判别偏压类型e0=MN=111.68×.69×103=73mmea=h30=45030=15mm<20mm,取20mmei=e0+ea=73+20=93mm<0.3eh0=0.3×410=123mm故为小偏心受压构件。2)计算ASe=ei+h2-as=93+225-40=278mm计算截面受压区相对高度:ξ=N-α1fcbh0ξbNe-0.43α1fcbh02(β1-ξb)(h0-as")+α1fcbh0+ξb上式应满足N>α1fcbh0ξb和Ne>0.43α1fcbh02,否则为构造配筋。β1=0.8,α1=1.0,ξb=0.518,e=278mm.α1fcbh0ξb=1.0×14.3×450×410×0.518=1366.67KNNe=1529.65×0.278=425.24KN∙m因最后一式不满足要求,所以应按构造配置纵向受力钢筋。AS>ASmin=ρminbh=0.002×450×450=405mm2选316(603mm2)。截面总配筋率ρ=AS+AS"bh=603+×450=0.0059>0.0055满足要求3)验算垂直于弯矩作用平面的受压承载力l0b==9.8,φ=0.98245
Nu=0.9φfcA+fy"As"=0.9×0.982×14.3×450×450+360×603+603=2942.974N>1529.63KN满足要求(2)第二组内力的柱截面配筋计算1)第二组:M2=-71.98KN∙mN=1876.02KNM1=-23.94KN∙m杆端弯矩比M1M2=-23.9471.98=-0.33<0.9轴压比NAfc=1876.02××450×14.3=0.648<0.9截面回转半径i=h23=45023=129.9mm长细比lci=.9=34<34-12M1M2=34-12-0.33=38故不需要考虑杆件自身挠曲变形的影响。2)计算弯矩设计值ξC=0.5fcAN=0.5×14.3×450×.02×103=0.77Cm=0.7+0.3M1M2=0.7+0.3×0.33=0.80ea=h30=45030=15mm<20mm,取20mmηns=1+11300M2N+eah0l0h2ξC=1+.89×.02×103+02×0.77=1.22M=CmηnsM2=0.80×1.22×71.89=73.67KN∙m3)判别偏压类型e0=MN=73.67×.02×103=39.27mmea=h30=45030=15mm<20mm,取20mmei=e0+ea=39+20=59mm<0.3h0=0.3×410=123mm45
故为小偏心受压构件。2)计算ASe=ei+h2-as=59+225-40=244mm计算截面受压区相对高度:ξ=N-α1fcbh0ξbNe-0.43α1fcbh02(β1-ξb)(h0-as")+α1fcbh0+ξb上式应满足N>α1fcbh0ξb和Ne>0.43α1fcbh02,否则为构造配筋。β1=0.8,α1=1.0,ξb=0.518,e=278mm.α1fcbh0ξb=1.0×14.3×450×410×0.518=1366.67KNNe=1876.02×0.244=457.75KN∙m因最后一式不满足要求,所以应按构造配置纵向受力钢筋。AS>ASmin=ρminbh=0.002×450×450=405mm2选316(603mm2)。截面总配筋率ρ=AS+AS"bh=603+×450=0.0059>0.0055满足要求3)验算垂直于弯矩作用平面的受压承载力l0b==9.8,φ=0.982Nu=0.9φfcA+fy"As"=0.9×0.982×14.3×450×450+360×603+603=2942.974N>1876.02KN满足要求(2)第三组内力的柱截面配筋计算1)第一组:M2=43.79KN∙mN=1276.15KNM1=4.15KN∙m杆端弯矩比M1M2=-4.1543.79=-0.09<0.945
轴压比NAfc=1276.15××450×14.3=0.440<0.9截面回转半径i=h23=45023=129.9mm长细比lci=.9=25<34-12M1M2=34-12-0.09=35故不需要考虑杆件自身挠曲变形的影响。2)计算弯矩设计值ξC=0.5fcAN=0.5×14.3×450×.15×103=1.13Cm=0.7+0.3M1M2=0.7+0.3×0.09=0.73ea=h30=45030=15mm<20mm,取20mmηns=1+11300M2N+eah0l0h2ξC=1+.79×.15×103+02×1.13=1.35M=CmηnsM2=0.73×1.35×43.79=46.11KN∙m3)判别偏压类型e0=MN=46.11×.15×103=36.13mmea=h30=45030=15mm<20mm,取20mmei=e0+ea=36+20=56mm<0.3h0=0.3×410=123mm故为小偏心受压构件。4)计算ASe=ei+h2-as=56+225-40=241mm计算截面受压区相对高度:45
ξ=N-α1fcbh0ξbNe-0.43α1fcbh02(β1-ξb)(h0-as")+α1fcbh0+ξb上式应满足N>α1fcbh0ξb和Ne>0.43α1fcbh02,否则为构造配筋。β1=0.8,α1=1.0,ξb=0.518,e=278mm.α1fcbh0ξb=1.0×14.3×450×410×0.518=1366.67KN>N=1276.15KN0.43α1fcbh02=0.43×1.0×14.3×450×410²=465.141KN∙m>Ne=1276.15×0.241=307.56KN∙m因两式不满足要求,所以应按构造配置纵向受力钢筋。AS>ASmin=ρminbh=0.002×450×450=405mm2选316(603mm2)。截面总配筋率ρ=AS+AS"bh=603+×450=0.0059>0.0055满足要求5)验算垂直于弯矩作用平面的受压承载力l0b==9.8,φ=0.982Nu=0.9φfcA+fy"As"=0.9×0.982×14.3×450×450+360×603+603=2942.974N>1276.15KN满足要求(4)斜截面受剪承载力验算A柱的最大剪力V=38.51KN,相应轴力取1579.95KN。λ=Hn2h0=4400-(600+450)/22×410=4.73>3(取λ=3)1.75λ+1ftbh0=1.753+1×1.43×450×410=115.43KN>V=38.51KN所以可按构造要求配置箍筋,选8ϕ@200。柱正截面配筋计算A柱1层2层3层组合|M|maxNminNmax|M|max|NminNmax|M|max|NminNmax45
b(mm)450450450450450450450450450h(mm)450450450450450450450450450ho(mm)410410410410410410410410410LO(mm)440044004400330033003300330033003300as=as"(mm)404040404040404040L0/h10.7310.7310.737.337.337.337.337.337.33fc(N/mm2)14.314.314.314.314.314.314.314.314.3fy"(N/mm2)360360360360360360360360360ξb0.5180.5180.5180.5180.5180.5180.5180.5180.518ζc0.9510.77111111ηns1.381.311.221.181.151.191.131.391.17M1(kN·m)83.3110.932.0798.2642.0977.388.0547.7475.21M2(kN·m)85.1943.7971.98108.5152.3488.690.6148.4975.81N(kN)1529.691276.151876.021228.16970.591321.5841.28699.95958.56Cm0.990.730.800.970.940.960.990.991M(kN·m)111.6841.8873.67124.2056.58102.91101.3766.6488.70eo=M/N(mm)733339101.1358781209592ea(mm)202020202020202020ei=e0+ea9353591217898140115112e=ei+h/2-as278241244306273283325300305判别大小偏心小偏心小偏心小偏心小偏心小偏心小偏心大偏心小偏心小偏心是否构造配筋构造配筋构造配筋构造配筋构造配筋构造配筋构造配筋构造配筋构造配筋构造配筋As=As′405405405405405405405405405选用配筋(mm)316316316316316316316316316实配As(mm2)6036036036036036036036036030.00590.00590.00590.00590.00590.00590.00590.00590.0059ρmin=0.55%满足满足满足满足满足满足满足满足满足柱正截面配筋计算A柱4层5层45
组合|M|maxNminNmax|M|max|NminNmaxb(mm)450450450450450450h(mm)450450450450450450ho(mm)410410410410410410LO(mm)330033003300330033003300as=as"(mm)404040404040L0/h7.337.337.337.337.337.33fc(N/mm2)14.314.314.314.314.314.3fy"(N/mm2)360360360360360360ξb0.5180.5180.5180.5180.5180.518ζc111114ηns1.111.111.111.041.031.04M1(kN·m)80.9853.8575.5778.4966.9878.49M2(kN·m)83.2557.7380.9892.6675.7392.66N(kN)596.92425.07596.92240.47146.29240.47Cm0.990.980.980.950.970.95M(kN·m)91.4862.8088.1092.6675.7392.66eo=M/N(mm)153148148385518385ea(mm)202020202020ei=e0+ea173168168405538405e=ei+h/2-as358353353590723590判别大小偏心大偏心大偏心大偏心大偏心大偏心大偏心是否构造配筋构造配筋构造配筋构造配筋构造配筋构造配筋构造配筋As=As′405405405397387397选用配筋(mm)316316316316316316实配As(mm2)6036036036036036030.00590.00590.00590.00590.00590.0059ρmin=0.55%满足满足满足满足满足满足柱正截面配筋计算45
B柱1层2层3层组合|M|maxNminNmax|M|max|NminNmax|M|max|NminNmaxb(mm)450450450450450450450450450h(mm)450450450450450450450450450ho(mm)410410410410410410410410410LO(mm)440044004400330033003300330033003300as=as"(mm)404040404040404040L0/h10.7310.7310.737.337.337.337.337.337.33fc(N/mm2)14.314.314.314.314.314.314.314.314.3fy"(N/mm2)360360360360360360360360360ξb0.5180.5180.5180.5180.5180.5180.5180.5180.518ζc0.920.920.72110.92111ηns1.201.201.311.161.161.231.141.141.22M1(kN·m)87.8487.8420.9598.1298.1269.1787.2187.2167.50M2(kN·m)89.7589.7538.36106.09106.0977.9687.3087.3067.64N(kN)1573.461573.462007.61242.461242.461580.80868.7868.71154.26Cm0.990.990.860.980.980.97111M(kN·m)106.62106.6243.21120.60120.6093.0199.5299.5282.52eo=M/N(mm)68682297975911511571ea(mm)202020202020202020ei=e0+ea8888421171177913513591e=ei+h/2-as273273227302302264320320276判别大小偏心小偏心小偏心小偏心小偏心小偏心小偏心大偏心大偏心小偏心是否构造配筋构造配筋构造配筋构造配筋构造配筋构造配筋构造配筋构造配筋构造配筋构造配筋As=As′405405405405405405405405405选用配筋(mm)316316316316316316316316316实配As(mm2)6036036036036036036036036030.00590.00590.00590.00590.00590.00590.00590.00590.0059ρmin=0.55%满足满足满足满足满足满足满足满足满足柱正截面配筋计算B柱4层5层组合|M|maxNminNmax|M|max|NminNmaxb(mm)45045045045045045045
h(mm)450450450450450450ho(mm)410410410410410410LO(mm)440044004400330033003300as=as"(mm)404040404040L0/h10.7310.7310.737.337.337.33fc(N/mm2)14.314.314.314.314.314.3fy"(N/mm2)360360360360360360ξb0.5180.5180.5180.5180.5180.518ζc111111ηns1.111.101.151.041.041.07M1(kN·m)75.9875.9857.5270.4067.0364.55M2(kN·m)79.3873.3867.8681.8577.4574.10N(kN)576.26535.41728.10224.78201.36308.16Cm0.990.990.950.960.960.96M(kN·m)87.2379.9174.1481.8567.0376.12eo=M/N(mm)151149102364333247ea(mm)202020202020ei=e0+ea171169122384353267e=ei+h/2-as356354307569538452判别大小偏心大偏心大偏心小偏心大偏心大偏心大偏心是否构造配筋构造配筋构造配筋构造配筋构造配筋构造配筋构造配筋As=As′405405405336254190选用配筋(mm)316316316316316316实配As(mm2)6036036036036036030.00590.00590.00590.00590.00590.0059ρmin=0.55%满足满足满足满足满足满足框架非加密区斜截面计算配筋表45
柱号层次Vc/KNN/kNh0/mmλ验算V’c〉Vc实配箍筋ρ最小配箍率A138.511579.954103V’c〉Vc8@2000.00370.003262.651228.164103V’c〉Vc8@2000.00370.002354.03841.284103V’c〉Vc8@2000.00370.002449.58596.924103V’c〉Vc8@2000.00370.002551.86240.474103V’c〉Vc8@2000.00370.002B138.991573.464103V’c〉Vc8@2000.00370.003261.891580.804103V’c〉Vc8@2000.00370.003352.89909.554103V’c〉Vc8@2000.00370.002444.68576.264103V’c〉Vc8@2000.00370.002543.78242.214103V’c〉Vc8@2000.00370.002框架加密区斜截面计算配筋表柱号层次Vc/KNN/kNh0/mmλ验算V’c〉Vc实配箍筋ρ最小配箍率A138.511579.954103V’c〉Vc8@1000.00730.006262.651228.164103V’c〉Vc8@1000.00730.004354.03841.284103V’c〉Vc8@1000.00730.004449.58596.924103V’c〉Vc8@1000.00730.004551.86240.474103V’c〉Vc8@1000.00730.004B138.991573.464103V’c〉Vc8@1000.00730.006261.891580.804103V’c〉Vc8@1000.00730.006352.89909.554103V’c〉Vc8@1000.00730.004444.68576.264103V’c〉Vc8@1000.00730.004543.78242.214103V’c〉Vc8@1000.00730.004四、框架施工图绘制(见图纸)45'
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