土木工程专业毕业设计结构部分模板.docx

第2章结构设计2.1结构选型21.1建筑工程抗震设防类别根据规定，确定本建筑为乙类建筑,具体参数见设计说明书部分2.1.2结构材料混凝土：梁，柱，楼板采用C30.钢筋：HRB4«).HRB335箍筋：HRB3352.1.3结构体系本结构主体为6层。此工程采用框架结构承重，柱网的布置为柱距8m.层高4m.采用横向，纵向框架共同承重方案。2.1.4基础方案本设计结构形式是框架结构，柱承重，因此本商场采用柱下独立基础，初步假定基础高度08m,埋深1.Im1.I所以一楼的计算高度为40+0.45+0.3=4.75m.,2.1.5结构布置图2.1平面结构布置图(1)柱网本结构柱网间距如卜;横向：8000nn×1¾X)(hnm纵向：800OmmXW()mm(2)变形健本结构平面布置较简单，结构高度与主体高度相差不大，所以不必采用抗震健和变形缝。(3)长宽比本结构1.B=4800040000=1.2«,不需要设伸缩缝。2. 2结构构件截面尺寸的初步确定3. 2.I主梁和次梁U)框架梁初选：h=(1/10-1/18)1.=(1/10-1/18)*8m=().444-().8(X)m.取060Omb=(1/3-1/2)x0.6=0.200-0.300m,取0.30Om。(2)初选次梁h=(1/12-1/18)1.=(1/12-1/18)*8m=0.444m-0.800m.取O.500m,b=(1/3-1/2)*0.500=0.167-0.250m,取O.250m.根据以上计算，截面尺寸定为主梁：30OmmX60Omm;次梁为25OmmX500mm1(1)底层柱釉力估算假定结构的单位荷载为IOKN.N=y.qSnaaY竖向荷载分项系数，可取1.3Q：每个楼层上单位面积竖向荷效标准值,根据审高层建筑混凝土结构技术规程.tq=10KNm1.S:柱层的受荷面积n:柱曾受荷数楼层数a:a=1.05-1.15a:均取1.0。B:柱由框架梁与剪力墙链接时,柱轴力折减系数，可取0.8故N=1.3×10×8×8×6×1.15x1.0x0.8=4592.6KN(2)柱搬面初选安全等级为二级的框架结构，柱的轴压比限值为0.75.=366707mm.AN4592.6XI(XX)"=ufcO.75×I4.3取柱截面为65OmmX65Omm,A=422500>366707m11i2,即可满足要求.(3)验算构造要求：验算该框架柱截面尺寸满足构造要求1.尺寸规定满足要求；2.H11h=4.65=6.2>42.2.3楼板初选根据混凝土结构设计规法(GB5OO1()2OO2)要求，混凝土板应按以下原则进行计算：本方案中板的长边与短边的比为"4=1<2,所以按照双向板计算.连续双向板最小厚度为：1 50×1.=I50×40=80mm且不宜小于80mm,所以板原取1OOmm.2 .2.4框架梁、柱极面相对线刚度的调整以及计算在框架结构中有现浇楼边时,可以作为梁的有效边缘,增大梁的有效刚度,减小框架侧移，故对梁做出以下调整：中间框架梁：1=21,边框架梁：1=151故线刚度如卜Z主梁的截面惯性矩：I=1.12bh9=1.1.2×300×600s=5.4×1.0mmi=E1.1.=3×10.×5.4×1O×1.58000=30375KN.miki=E1.1.=3×5,4×1O.×28OOO=4O5OOKN.m柱的截面惯性矩：1.=1.12bh=1.1.2×650x65()s=1.49×1O1.Ommi=EI/h=3X10.×I.49×IO4750=94100K.me1.Ii-O.9×E1/h0.9×?x|()4x|492；1.01,t=100580kN.一«40002.3荷载计算(D店面:防水层SBS改性沥吉防卷材IO×O.004=0.04kNm2保护层30nm1.:3水泥砂浆20×0.03=0.6kNm2保温层70厚憎水膨胀珍珠岩块7X0.07=0.49kNm2找坡层膨胀珍珠岩(最薄处40r三)：X0.03+0.03,（8X3）X2）×*7=1.12kN/m保护层30mm1:3水泥砂浆20×0.03=0.6kNm,找平层20厚1:3水泥砂浆20×0.02=0.4kNm2结构层100厚现浇钢筋混凝土板25×0.1.=2.5kN11r抹灰10厚混合砂浆17×0.01=0.17kN11r吊顶、管道0.4kN11r合计6.53(2)标准以楼面面层20期磨光大理石0.02×28=0.56kNm1结合层20厚1:2干硬性水泥砂浆0.02×20=0.4kNnF找平层20厚1:3水泥砂浆0.02×20=0.4kN11P填充层60厚陶粒混凝土0.06×8=0.48kNm2结构层100厚现浇钢筋混凝土板0.1×25=2.5kNm2抹灰层10厚混合砂浆0.01×17=0.17kNm2吊顶、管道0.4kNm2合计4.9IkNZmj(3)梁自重主梁：b×h=300rmX60OnnI自重25×0.3×(0.6-0.1)=3.75kNm抹灰层：10厚混合砂浆17×0.01×(0.3+0.01×2K).5×2)=0.224kNm合计3.97kNm次梁:b×h=250mm×500mm自建25X0.25×(0.5-0.1)=2.5kNm抹灰层：10厚混合砂浆17×0.01×(0.250.01×2+0.4×2)=0.182kNm合计2.68kNm(4)柱自重b×h650×65011m自重25X0.65X0.65=10.6kN11抹灰层：10区混合砂浆17X(0.65+0.01)×0.01×4=0.45kNm合计U.05kNm(5)外增自重第一层(基础梁截面尺寸假定为bxh=300mmx400mm)北纵墙：20厚混合砂浆17×(4.75-0.4-0.6)×0.02=1.28kNra外墙砌体(200厚蒸压粉煤灰加气混凝土墙)6×(4.75-0.4-0.6)×0.2=4.5kNm30厚胶粉聚笨颗粒保温层2.3×(4.75-0.4-0.6)×0.03=0.05kNm5厚抗裂砂浆18X(4.75-0.4-0.6)×0.005=0.34kNra22厚刮面扫毛外墙做法水泥砂浆17.0×(4.75-0.4-0.6)×0.022=1.4kNm合计7.78kNn南纵墙玻璃幕墙1.2×4=4.8kNm基础梁至玻璃幕墙下边缘混凝土砌块5.5×(4.75-4.2-0.4)×0.2=0.28kNm合计5.08kNm东西横墙同北纵墙为7.78kNm二到六层：北纵墙：20厚混合砂浆17×(4-0.6)×0.02=1.28kNm外墙砌体(200原蒸压粉煤灰加气混凝十.墙)6×(4-0.6)×0.2=4.5kNm30厚胶粉聚米颗粒保温层2.3×(4-0.6)×0.03=0.05kNm5原抗裂砂浆18X(4-0.6)×0.005=0.34kNm22厚刮面扫毛外墙做法水泥砂浆17.0×(4-0.6)×0.022=1.4kNm合计7.05kNm南纵墙玻璃幕墙1.2X4=4.8kNm合计1.8kNm东西横墙自重与北纵地相同。(6)内隔堵门重1至6层房间以及卫生间轻质分隔墙自重:内隔墙轻质条型墙板厚度20OnIn0.2X(4-0.6)X6=4.08kNm传递2.7800-18.510-7.970017.51分聪0.567.227.593.15-3.293.48-1.45总弯矩8115.96.-28.8748.86193.7-215.7-3.293.48222.37-18.050.004.1. IS就作用下跨中弯矩计算在所示结构的梁端支座弯矩后，欲求梁中弯矩，则需耍根据求得的支座弯矩和各跨的等效荷载分布按平衡条件用叠加法计算，故简化计算如下：u+1/f=28+F4,/=WM+MFq1.M÷fFq1.1.1.22：1.22表2.2EF跨层数q(KN)(KN)KNmV(KN)V(KX)Nm中KXm620.30152.01166.14292.80197.06221.51145.23-169.17516.25119.64369.24223.35193.38160.88121.05-128.55416.25119.61369.24223.35184.35165.39119.93-129.68316.25119.61369.24223.35184.35165.39119.93-129.68216.25119.61369.24223.35184.74165.20119.97-129.63116.25119.64369.24223.37178.-10168.36119.18-130.42表2.3DE跨U数g(KN)I-P(KN)0KNmI8nKNmM中KS11V1(KN)V(KN)620.30152.O1.166.44232.99281.04209.43163.21-151.19516.25119.6-1369.24200.61215.65161.11126.68-122.92416.25119.64369.24196.84215.65163.00127.15-122.45316.25119.6-1369.24196.84215.65163.00127.15-122.45293.40112.81-51.55-51.55-1165.1841.26-22.41-22.414.75柱E611.763.85-3.90-3.90153.853.85-1.93-1.93443.853.85-1.93-1.93433.853.85-1.93-1.93123.853.29-1.79-1.79413.290.00f.69-0.694.75柱D687.2354.01-35.31-35.311531.8640.72-18.15-18.154440.7240.72-20.36-20.364340.7241.00-20.43-20.434241.0048.86-22.47-22.474128.8718.05-9.88-9.884.754 .4驾矩调幅根据高层建筑结构设计，在竖向荷我作用卜.，钢筋混;微土框架梁可以考虑塑性内力重分布，降低梁端负涔矩，同时烟大梁跨中正畤矩，目的是减小梁端顶面纵向钢筋。钢筋混凝土框架考虑塑性内力重分布时，应对整向荷教作用下的弯矩调幅，用调幅后的弯矩与其他荷教进行组合，得到梁端弯矩设计值。现浇框架梁端负弯矩调幅系数为0.8-0.9,在这取0.85.按平衡条件计算调福后的跨中弯矩及集中力作用处的弯矩剪力如下表.表2.6EF跨调幅后恒载梁跨中弯矩构件类型层数g(KN)F(KN)M(KNOm)!(KNm)ICKNm)M(KN11v(KN)IV(KN)表28梁端剪力与弯矩调幅后柱边剪力及弯矩恂件类型层数M(KN12WKNm)r：V(KN)12V(KN)EF691.83-72.9545.40-50.545127.29-112.4565.14-69.184127.26-111.6265.03-69.283127.26-111.6265.03-69.282127.26-111.7965.05-69.261115.25-108.3666.22-68.09DE699.75-82.3245.60-50.IU5130.22-116.0865.23-69.084130.91-116.1165.14-69.173130.91-116.1165.14-69.172130.81-116.1165.16-69.161134.15-116.3561.73-69.58CD6147.08-147.0823.98-23.985207.81-207.8133.58-33.581207.69-207.6933.58-33.5«3207.69-207.6933.58-3352207.70-207.7033.58-33.581207.09-207.0933.58-33.58框架在恒荷载作用下的三力图如下:rvr-*-*1.产Jy圈2IKqMUvCTp11THFJ')*y1.i：zi'*7、，:_«"，3-21.85-49.062-25.83-74.891-27.5-102.39柱E61.061.0652.513.5744.217.7836.0813.8627.2321.0917.8628.95柱D60.530.5351.251.7842.13.8833.036.9123.610.5113.9214.435 .梁然柱边剪力、弯矩调帼计兜当计"水平荷载产生的内力时,V=V.=+V其i翼结果如下表:表2.16风荷找作用下梁潴柱边剪力、弯矩网喇表梁端柱边剪力、弯矩计算楼层EF跨DE跨CD跨MrV1.MrM1.V2MrM1.V3618.588.69-3.719.0410.44-2.657.807.80-2.12G=11.05×i×39=861.9kN*2(5)第六层墙自值：G=7.05×(8-0.65)×(6+6)×2+1.5=2020.9kN(6)屋顶雪荷收标准值(取50%):Q=O.5x0.5x8x8x26=416kN第六层Ift力荷载代表值汇总：G=C+G+G+G*CP(tKAktU«=4224+M)865.9+1956.5+S61.9*2020.9*416=I6543.(N(8)第六层盅力荷载设计值:G=1.2×(422.4+10865.9÷1956.5+861.9+2020.9)+1.4×416×2=20517.92kN2.第五层重力荷毂代表值(D第五层屋面板自重值：G面=4.51×8×8×24=6927.36kN(2)第五层梁自房标准值:G=3.97×63×(8-0.65)+2.68×(8-0.3)×45=1956.9kN(3)第五层柱自重标准值：G=11.05×(4-0.1)×39=1680.7kN(4)第五层墙自重标准值：G=7.05×(8-0.65)×(6+6)×2+15=1521.92kN(5)第五层活荷载标准值(取百分之五十)：Q=Q=0.5x3,5x8x8x24=2688kN(6)第五层重力荷我代表值汇总：G=GY+G临P1NAfeC11«I-92736*16807+2020.处2688-115273.5KNT:结构自前周期:由C建筑抗震设计规范查的.7度区水平地震影响系数最大值"max=O.I6,按地震情况下二类场地，皿地震分组为第Tw,特征周期T=O.35s,地震影响系数<*(Y*XIOx0.16=0.07610.799J结构荷载重力代表值：GE=92G39KN.3 .各层水平地震作用值以及楼层地震剪刀及楼层层间位移计算FaG=aZc=0.076×0.85×92643.9=5984.8kNFo799>1.4T34%考虑顶部附加水平地震作用的影响。则顶部附加地麴为：F=8FK=0.134×5984.8=801.96kN则每个框架各节点所受地策力按下式计算:式中，F：结构总水平膜作用标准值；F:旗点的水平作用标准值：G:为集中于质点i的重力荷我代表值：H为质点i的计算高度。表2.11各层水平地震作用标准值、楼层地震剪力及楼层层间位移计算楼层G(kN)Km)iGHiiF(kN)V(kN)(kNm).Vh三d(m)616543.624.75409454.11539.8546721539.8546726877000.002239137515273.520.75316925.1251191.8762922731.7309636877000.00397227141511816.75253226.5952.3216623681.0526256877000.00535706431511812.75192754.5724.90156364108.95-11896877000.0061111592151188.75132282.5497.18146521906.4356546877000.007134558115472.84.7573495.8276.39935955182.8350148150000.006133533侧移验算：楼层最大位移与层高之比:,因此满足位移要求.=h-7-=O.(X)178<I)I=J-=O(X)182h4*5504 .刚重比与剪重比的验兜：刚重比：高层建筑结构的稔定应符合刚克比要求，控制刚成比主要是为了控制结构的稳定性,以免结构产生滑移和倾覆。剪重比：水平地震楼层剪刀与该层田力荷载的比值，控制剪田比主要是为了控制各楼层的最小地震剪力，确保结构安全性。表2.12各层刚度比和剪重比计舞各层刚重比和诚重比层数,(kNnI1.iDhiiV(kNCft)V-MN)J41.除准值*I31原泮值616543.668770024.75109154.11539.916543.620517.92829.54680591028.831391515273.568770020.75316925.1252731.715273.522629630.59680069M.283235741511868770016.75253226.53684.11511822442.4513.2684116761.937756331511868770012.7592754.514091511822442.4390.6968506579.98247122151186877008.75132282.51906.11511822442.4268.1252896398.0271861115472.88450004.7573495.85182.815472.822868.2175.5166563259.4068301查表可知，当各层刚垂比均大于10时，本结构刚重比与的重比均符合要求。2.6.3横向框架在水平地震作用卜的内力计算采用D色法计免，反弯点高度比与风荷我的计算结果相同.表2.13反弯点高度比层数AF柱BCDE柱60.20.3150.30.440.350.4530.450.4520.50.510.790.659柱端弯矩及剪力计葩框架在水平地废作用下的柱端为力与柱端弯矩计算方法与风荷视作用下的求解方法相【可，计算结果如下表：表2.M水平地震作用下的柱端剪力和柱端弯矩柱搂层ViDijDiDijZDiv>:HyMctMcbAF61539.91280068770028.660.891.7222.9352731.71280068770050.841.2142.3661.0143684.11280068770068.571.4178.2996.00344091280068770082.061.8180.54147.7124906.41280068770()91.322182.64182.6415182.819000845000116.543.752528.84437.30BCDE61539.92190068770049.041.24135.3560.8152731.72190068770086.991.6208.78139.1943684.121900687700117.321.8258.11211.183440921900687700140.411.8308.89252.73底NV651.72-3.90191.50-5.111.067.171.06-7.171050.16-11.831067.49-10.271051.05-5.811051.05-17.85I)H顶M87.2361.1419.79-19.79194.47180.62211.09177.85N317.84147.210.530.53587.50573.35587.95587.95V-35.31-19.127.17-7.17-69.14-66.40-63.12-75.16柱底M54.0112.338.89-8.8982.0785.0089.5474.61N362.04147.210.530.53640.54633.02640.99&10.99V-35.31-19.127.17-7.17-69.14-66.40-63.12-75.165F柱顶M71.6449.8125.84-25.84155.70145.53177.41133.99NV724.51-40.96253.67-25.49-12.499.23-12.49-9.231224.55-84.841226.69-80.281214.06-77.091214.06-92.59柱底M92.2152.M11.08-11.08183.65175.58192.95174.34N768.71253.67-12.49-12.491277.591286.361267.101267.10V-40.96-25.499.23-9.23-84.84-80.28-77.09-92.59柱顶M3.857.3537.92-37.9214.9112.4046.76-16.91N1142.71471.393.573.572031.202004.622034.202031.20pV-1.93-3.6815.78-15.78-7.46-6.205.80-20.71U柱底M3.857.3525.28-25.2814.9112.4036.15-6.33X1186.91471.393.573.572081.242061.292087.242087.21V-1.93-3.6815.78-15.78-7.46-6.205.80-20.71柱顶M31.8649.3237.92-37.92107.2891.IM139.1375.43X610.93354.951.781.781230.051172.611231.541231.54V-18.15-25.1615.78-15.78-57.OO-49.16-43.74-70.26D住底M10.72S1.3325.28-25.28120.73105.28141.9699.49655.13354.951.781.781283.091232.281284.581284.58V-18.15-25.1615.78-15.78-57.00-49.16-43.74-70.26M92.2152.1436.66-36.66183.65175.58214.44152.85柱原N1092.89396.17-27.21-27.211866.111863.651843.251843.25V-46.11-26.0714.13-14.13-91.82-87.79-79.95-103.69IM92.2152.1419.74-19.7-1183.65175.58200.23167.07柱底X1137.09396.17-27.21-27.211919.151923.321896.291896.29V-16.11-26.0714.13-K13-91.82-87.79-79.95-103.69M3.857.3553.24-53.2414.9112.4059.63-29.81柱顶N1676.30751.267.787.783063.322999.243069.863069.86V-1.93-3.6824.18-24.18-7.46-6.2012.86-27.77I:M3.857.3543.56-43.5614.9112.4051.50-21.68柱底N1720.50751.267.787.783116.363058.913122.903122.90V-1.93-3.6824.1824.18-7.46-6.2012.86-27.77I)柱M10.7251.3353.24-53.24120.73105.28165.4576.00项NV904.49-20.36562.58-25.673.8824.183.88-24.181873.00-60.361772.39-52.641876.26-40.051876.26-80.67柱底M40.7251.3313.56-43.56120.73105.28157.3281.I1.948.69562.583.883.881926.041832.061929.301929.30V-20.36-25.6724.18-24.18-60.36-52.64-10.05-80.673FH顶M92.2152.H10.92-40.92183.65175.58218.02149.28X1461.27538.67-49.06-49.062507.662500.612466.452466.45V-45.89-25.9518.61-18.61-91.40-87.38-75.76107.03柱底M91.3451.6633.48-33.48181.93173.94210.06153.81X.1505.47-45.89538.67-25.95-19.0618.61-49.06-18.612560.70-91.402560.28-87.382519.49-75.762519.49-107.03E柱顶M3.857.3569.96-69.9614.9112.4073.68-43.86,.2209.891031.1313.8613.861095.453993.864107.094107.09V-1.93-3.6831.81-31.81-7.46-6.2019.29-34.20柱底M3.857.3557.24-57.2414.9112.4062.99-33.17N2254.091031.1313.8613.864148.494053.534160.134160.13V-1.93-3.6831.-31.81-7.46-6.2019.29-34.20柱顶M10.7251.3369.96-69.96120.73105.28179.4961.961198.05770.216.916.912515.952372.172521.762521.76r¼V-20.43-25.7531.81-31.84-60.57-52.82-33.82-87.32I/柱底M41.0()51.6857.24-57.2-1121.55KXi.00169.6373.47N1242.25770.216.916.912568.992431.842574.802574.80V-20.43-25.7531.84-31.84-60.57-52.82-33.82-87.32柱顶M93.4052.8345.W-45.40186.04177.86224.18147.912F1829.60681.15-74.89-74.893149.133137.493086.223086.22V-51.55-29.1622.69-22.69-102.68-98.17-83.62-121.75柱底MN112.811873.8063.80681.1545.IO-74.89-45.IO-74.89224.693202.17214.823197.16262.833139.26186.563139.26V-51.55-29.1622.69-22.69-102.68-98.17-83.62-121.75E柱顶M3.857.3577.60-77.6014.9112.4080.09-50.27N2743.541311.0121.0921.0