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'69毕业设计摘要本工程为框架住宅楼,位于岳阳市南湖花园内。建筑纵向长度64m,横向长度14m,房屋总高度21.3m,层高3m,室内外高差450mm,总建筑物面积5450m2。建筑物坐北朝南,底层为私家车库、上部为住宅,建筑功能要求比较高,以满足住户的使用要求。结构型式采用现浇钢筋混凝土框架结构。在确定框架计算简图和荷载之后,先用迭代法计算竖向荷载(恒载及活荷载)作用下的框架内力(弯矩、剪力、轴力),然后采用底部剪力法计算水平地震作用大小,进而用D值法求出地震及风荷载等水平荷载作用下的框架内力。用Excel软件进行内力组合,选取最不利组合进行框架梁柱配筋;此外还进行了基础设计、楼盖现浇板和板式楼梯的设计,最后绘制了房屋结构施工图。关键词:住宅框架结构结构设计抗震设计内力组合
69毕业设计AbstractThisprojectisaresidentialbuildingwithframe,it’slocatedinzheSouthLakeGardenofyueyang.Itextends64minlengthand14minwidth,It’s21.3intall,thefloorheightis3m,andtheelecationdifferencebetweentheninsideandtheoutdside450mm,thetotalfloorareais545m2.Itfacessouth,thegroundflarofthisbuildingisusedforprivategarageandtheupperstoriesareusedforreresidencethestructuralformadcptsthecast-in-sitereinforcedconcreteframestructure.Theinitialchoiceofframediagrammaticdrawingisfollowedbythedeterminationoftheloadstowhichthefamewillbesubjected.Methodofinterationisusedtoanalysetheinteralfarceofframeunclearverticalload(decaloadandliveload).Afeerdetermingofseismicloading,amendatorycontraflexurepcintmethodisusedtoanalysetheinteralfarceofframeunderharizantalload.Andexcelsoftwareisusedtocarryanthecombinationofinternalforce,thenthebeamsandpillarsarereinforcedwithrodsaccordingtothemestdisadvantacombinationofintevnalforce.Inaddition,foundations,floornslabandstaircasesaredesigned.+Finallywakingdavingofthebuildingaredrawed.Keywords:residence;framestructure;structuralsesign;seismicdesign;internalforcecombination
69毕业设计目录一.工程概况-----------------------------------------------------3二.结构选型及结构布置-------------------------------------------3三.确定框架计算简图----------------------------------------------4四、荷载计算------------------------------------------------------7五、框架内力计算------------------------------------------------15六、框架内力组合-------------------------------------------------39七、框架柱截面的设计与配筋---------------------------------------45八、框架梁截面的设计与配筋---------------------------------------48九、基础设计-----------------------------------------------------51十、现浇板的设计-------------------------------------------------54十一、板式楼梯设计-----------------------------------------------61
69毕业设计一、工程概况1.建设项目名称:南湖花园C型住宅楼2.建设地点:湖南省岳阳市3.设计资料:3.1.帝制水文资料:地形概述:拟建场地地形平缓,地面标高在70.00~75.00之间。自然地表1m内为填土,填土承载力特征值:80Kpa;填土下层为3m厚粘土,粘土承载力特征值:220Kpa;粘土下层为强风化岩,风化岩承载力特征值:350Kpa,地下水位较深,不考虑其影响。3.2.气象资料:温度:最热月平均30.1度,最冷月平均4.2度,夏季极端最高39.8度,冬季极端最低-8.5度。相对湿度:最热月平均73%。全年主导风向:全年为偏南风,夏季为西南风,地面粗糙程度为C类。基本风压为:0.30kN/m2基本雪压为:0.40kN/m23.3.抗震设防要求:地震设计烈度为7度,抗震等级为三级。近震、二类场地、特征周期Tg=0.3s、amax=0.13.4.施工条件和能力:工程所需预制构件和其它建筑材料供应地点均在10KM以内,运输条件良好。设备条件:有各类塔吊、自行式起重机、井架、砼搅拌机、灰浆机等,供工地选用。水电条件均由业主保障供应。劳动力供应情况:劳动力由建筑公司统一调配,能够满足施工中劳动力的需要。二.结构选型及结构布置1.结构承重方案选择根据建筑功能要求以及建筑施工的布置图,本工程确定采用框架承重方案,2.主要构件选型(1)框架结构形式:现浇钢筋混凝框架、现浇楼盖。砼采用C30(2)墙体采用:灰砂砖;墙体厚度:240mm(3)楼梯:采用板式楼梯(4)基础采用:柱下独立基础3.梁﹑柱截面尺寸估算(1)主要承重框架:取L=5700mmh=(1/8~1/12)L=712mm~475mm取h=550mm.300mm~200mm取b=250mm
69毕业设计主要框架梁初选截面尺寸为:b×h=250mm×550mm(1)次要承重框架:取L=5400mmh=(1/12~1/15)L=450mm~360mm取h=500mm250mm~167mm取b=250mm故次要框架梁初选截面尺寸为:b×h=250mm×500mm(3)框架柱:×3000=300mm~200mmb=(1~2/3)h取b=h故次要框架梁初选截面尺寸为:b×h=500×500mm三、确定结构计算简图1.确定框架计算简图取⑤轴框架进行计算,框架的计算单元如图所示。假定框架柱嵌固于基顶,负一层柱高从基础顶面算至一层楼面,高为3.50m。其余层柱高从楼面算至上一层楼面(即层高),故均为3.00m,由此可绘出框架计算简图:2.相对线刚度计算对于中框架梁取I=2I0AB跨梁:i=EI/L=3.0×107×2×1/12×0.25×0.553/5.7=3.65×104KN.mBD跨梁:i=EI/L=3.0×107×2×1/12×0.25×0.553/5.1=4.07×104KN.m负一层柱:KN.m其余层柱:KN.m令=1.0,则其余杆件的相对线性刚度为:
69毕业设计
69毕业设计
69毕业设计四、荷载计算:1、恒载标准值计算①屋面恒载防水层(刚性):30厚C20细石砼0.03×24=0.72KN/m找平层:15厚水泥沙浆0.015X20=0.3KN/m找坡层:30厚水泥石灰焦渣2%找坡0.03×14=0.42KN/m保温层:60厚矿渣水泥0.6×1.45=0.87KN/m结构层:120厚现浇钢筋混凝土板0.12X25=3KN/m抹灰层:10厚混合沙浆0.01×17=0.17KN/m∑=5.36KN/m②住宅楼面恒载大理石面层,水泥砂浆檫逢30厚1:3干硬性水泥砂浆,面上撒2厚素水泥1.16KN/水泥结合层一道结构层:120厚现浇钢筋混凝土抹灰层:10厚混合砂浆∑=4.33KN/㎡③厕所楼板恒载陶瓷砖地面0.65KN/㎡15厚1:2水泥砂浆找平0.015×20=0.30KN/㎡40厚C20细石混凝土0.04×24=0.96KN/㎡300厚1:6水泥炉渣垫层0.3×14=4.2KN/㎡20厚1:2.5水泥砂浆保护层0.02×20=0.4KN/㎡15厚聚氨脂涂料防水层0.05KN/㎡20厚1:2.5水泥砂浆找平层0.02×20=0.4KN/㎡
69毕业设计120厚钢筋混凝土板0.12×25=3KN/㎡板底抹灰0.4KN/㎡∑=10.36KN/㎡④梁自重(b×h=250×550)梁自重25×0.25(0.55-0.12)=3.23KN/m抹灰层:10厚混合浆0.01×17×[(0.55-0.12)×2+0.25]=0.20KN/m∑=3.43KN/m⑤梁自重(b×h=250×500mm)梁自重25×0.25(0.50-0.12)=2.38N/m抹灰层:10厚混合浆0.01×17×[(0.50-0.12)×2+0.25]=0.18KN/m∑=2.56KN/m⑥梁自重(b×h=250×450mm)梁自重25×0.25×(0.45-0.12)=2.06KN/m抹灰层:10厚混合浆17×0.1×[(0.45-0.12)×2+0.25]=0.15KN/m∑=2.22KN/m⑦梁自重(b×h=250×400mm)梁自重25×0.25×(0.4-0.12)=1.75KN/m抹灰层:10厚混合浆17×0.1×[(0.40-0.12)×2+0.25]=0.14KN/m∑=1.89KN/m⑧外纵墙自重标准层:纵墙0.9×0.24×18=3.89KN/m铝合金窗0.35×1.5=0.53KN/m水刷石外墙面1.5×0.5=0.75KN/m水泥粉刷内墙面1.5×0.36=0.54KN/m∑=5.71KN/m底层:纵墙(3.5-2.1.0.5-0.4)×0.24×18=1.73KN/m卷帘们门2.1×0.2=0.42KN/m
69毕业设计水刷石外墙面0.6×0.5=0.30KN/m水泥粉刷石内墙面0.6×0.36=0.22KN/m∑=2.67KN/m⑨内纵墙自重标准层:纵墙2.4×0.24×18=10.37KN/m水泥粉刷石墙面0.6×0.36=1.73KN/m∑=12.10KN/m⑩阳台栏杆自重栏杆自重0.12×18+0.05×25=3.63KN/m铝合金窗1.5×0.35=0.53KN/m水刷石外墙面1.5×0.5=0.75KN/m水泥粉刷内墙面1.5×0.36=0.54KN/m∑=5.45KN/m⑩女儿墙天沟自重(做法:墙高700㎜,100㎜厚的砼压顶)0.24×0.7×18+0.1×24×0.24+0.01×(0.8×2+0.24)×17=3.91KN/m天沟自重:[0.5×0.08+(0.3-0.08)×0.08]×24=1.38KN/m∑=5.29KN/m2、活荷载设计标准值计算屋面和楼面活荷载标准值根据《荷载规范》查得:不上人屋面0.5KN/㎡楼面、厕所2KN/㎡
69毕业设计阳台2.5KN/㎡雪荷载KN/㎡屋面活荷载和雪荷载不同时考虑,两者中取较大值3、竖向荷载下框架屋顶:KN/mKN/mKN/mKN/m
69毕业设计KN/mKN/mKN/mKN/mKN/mKN/mKN/m
69毕业设计KN/mKN/mKN/mKN/mKN/mKN/mKN/mKN/mKN/mKN/mKN/mKN/mKN/mKN/mKN/mKN/m
69毕业设计KN/mKN/mKN/mKN/mKN/mKN/mKN/mKN/mKN/m
69毕业设计KN/mKN/mKN/mKN/mKN/mKN/mKN/m
69毕业设计KN/mKN/mKN/mKN/mKN/mKN/mKN/mKN/mKN/mKN/mKN/mKN/mKN/mKN/mKN/mKN/mKN/mKN/m
69毕业设计KN/mKN/mKN/mKN/mKN/mKN/mKN/m五、框架内力计算1、恒载和活栽计算①挑梁A屋面板传荷载:恒载=梁自重+女儿墙天沟自重=2.22+5.29=7.51KN/m楼面板传荷载:恒载=梁自重+栏杆自重=2.22+5.45=7.67KN/m②A~B框架梁屋面板传荷载:恒载=梁自重+板传荷载=3.81+8.99+7.92=20.72KN/m活载=板传活载=0.89+0.79=1.68KN/m楼面板传荷载(A~2/A):恒载=梁自重+墙自重+板传荷载=3.43+12.01+7.74+4.87=28.42KN/m活载=板传活载=3.57+2.25=5.82KN/m楼面板传荷载(2/A~B):恒载=梁自重+墙自重+板传荷载=3.43+12.10+7.74+2.36=26.01KN/m活载=板传活载=3.57+1.09KN/m③B~D框架梁屋面板传荷载:恒载=梁自重+板传荷载=3.43+8.20+7.52=19.53KN/m活载=板传活载=0.80+0.75=1.55KN/m楼面板传荷载(B~C):
69毕业设计恒载=梁自重+板传荷载=3.43+2.38=5.81KN/m活载=板传活载=0.92KN/㎡楼面板传荷载(C~D):恒载=梁自重+墙自重+板传荷载=3.43+4.87+4.87+12.1=25.65KN/m活载=板传活载=2.25+2.25=4.50KN/m④D~1/D挑梁屋面板传荷载:恒载=梁自重+女儿墙天沟自重=2.22+2.36+5.29=9.87KN/m活载=板传活载=0.23KN/m楼面板传荷载:恒载=梁自重+墙自重+板传荷载=2.22+2.03+13.27=17.52KN/m活载=板传活载=0.94KN/m⑤D轴柱纵向集中荷载:顶层柱:恒载=14.53×2.7+(8.65+5.29)×1.95=66.41KN活载=(0.35+0.85)×2.7+0.61×1.95=4.43KN其他层柱:恒载=63.65+15.23=748.88KN活载=12.17+4.74=16.91KN⑥B轴柱纵向集中荷载:顶层柱:恒载=19.54×2.7+14.74×1.95=79.66KN活载=1.7×2.7+1.22×1.95=6.97KN其他层柱:恒载=44.51+35.15=79.66KN活载=6.40+13.18=19.58KN⑦A轴柱纵向集中荷载:顶层柱:恒载=14.82×2.7+13.94×1.95=67.20KN活载=(0.38+0.85)×2.7+0.61+1.95=4.51KN其他层柱:恒载=17.47×2.7+17.42×1.95=81.14KN活载=5.26×2.7+2.43×1.95=18.94KN
69毕业设计
69毕业设计
69毕业设计
69毕业设计
69毕业设计
69毕业设计
69毕业设计
69毕业设计
69毕业设计
69毕业设计
69毕业设计
69毕业设计
69毕业设计2、风荷载的计算1、作用在建筑物的屋面梁和楼面梁节点处的集中风荷载标准值:基本风压为0.4KN/m:风压高度变化系数,考虑到建设地位于某中型城市郊区,所以取地面粗糙度为C类.:风荷载体型系数,根据建筑物体型查得为1.3:风震系数,β=1+ξvφ/μ,对于建筑总高度不超过30m的取1.0:下层柱高.:上层柱高.B:迎风面的宽度,为4.65m.集中风荷载标准值和设计值离地高度(m)(KN/m)/m/m/KN20.800.8511.30.43.01.64.7317.800.7911.30.43.03.05.7314.800.7411.30.43.03.05.3711.800.7411.30.43.03.05.378.800.7411.30.43.03.05.375.800.7411.30.43.03.05.372.800.7411.30.42.83.05.19
69毕业设计标准层D值计算构件名称i=∑ib/2ica=i/(2+I)D=ai12/hA轴柱0.26018061B轴柱0.42629593D轴柱0.28119520∑D=67318KN/m负一层D值的计算构件名称i=∑ib/2ica=i/(2+I)D=ai12/hA轴柱0.29021291B轴柱0.46434065C轴柱0.31322979∑D=78355KN/m
69毕业设计风荷载作用下框架侧移计算层号Wj/KNvj/KN∑D/(KN/M)Δuj/mΔyj/m64.734.73671740.00011/4260555.7310.46671740.00021/1926645.3715.83671740.00021/1273035.3720.20671740.00031/997625.3724.57671740.00041/820215.3729.94671740.00041/6731-15.1935.13783550.00041/6708U=∑Δuj=0.0020m层间侧移最大值1/6708<1/550(满足要求)A轴柱反弯点位置层号h/myyh/m63.000.700.300.000.000.000.300.9053.000.700.350.000.000.000.351.0543.000.700.400.000.000.000.401.2033.000.700.450.000.000.000.451.3523.000.700.450.000.000.000.451.3513.000.700.500.000.000.000.501.50-13.500.810.650.000.000.000.652.28
69毕业设计B轴柱反弯点位置层号h/myyh/m63.001.480.370.000.000.000.371.1153.001.480.420.000.000.000.421.2643.001.480.470.000.000.000.471.4133.001.480.470.000.000.000.471.4123.001.480.470.000.000.000.471.4113.001.480.500.000.000.000.501.50-13.501.730.600.000.000.000.602.10D轴柱反弯点位置层号h/myyh/m63.000.780.300.000.000.000.300.9053.000.780.390.000.000.000.391.1743.000.780.440.000.000.000.441.3233.000.780.450.000.000.000.451.3523.000.780.450.000.000.000.451.3513.000.780.500.000.000.000.501.50-13.500.910.650.000.000.000.652.28框架各柱的杆端弯矩、梁端弯矩按下式计算,计算过程如表所示。中柱出的梁边柱处的梁
69毕业设计风荷载作用下A轴框架柱剪力和梁柱端的弯矩计算层/KN∑D/KN/m/KN/m//KNyh/m/KN.m/KN.m/KN.m64.7367174180610.2691.270.92.671.142.67510.4667174180610.2692.811.055.482.956.63415.8367174180610.2694.261.27.665.1110.61320.267174180610.2695.431.358.967.3314.07224.5767174180610.2696.611.3510.98.9218.23129.9467174180610.2698.051.512.0712.0720.99-135.1378355212910.2729.552.2811.6521.7623.72风荷载作用下B轴框架柱剪力和梁柱端的弯矩计算层/KN∑D/KN/m/KN/m//KNyh/m/KN.m/KN.m/KN.m/KN.m64.7367174295930.4412.081.113.942.311.862.07510.4667174295930.4414.611.268.025.814.895.44415.8367174295930.4416.971.4111.099.838.008.91320.267174295930.4418.901.4114.1512.5511.3612.65224.5767174295930.44110.821.4117.2115.2614.0815.68129.9467174295930.44113.191.5019.7819.7816.5718.46-135.1378355340650.43515.272.1021.3832.0719.4821.69风荷载作用下D轴框架柱剪力和梁柱端的弯矩计算层/KN∑D/KN/m/KN/m//KNyh/m/KN.m/KN.m/KN.m64.7367174195200.2911.370.902.891.242.89510.4667174195200.2913.041.175.563.566.80415.8367174195200.2914.601.327.736.0711.28320.267174195200.2915.871.359.697.9215.76224.5767174195200.2917.141.3511.789.6419.70129.9467174195200.2918.701.5013.0513.0522.69-135.1378355229790.29310.302.2812.5723.4925.62
69毕业设计风荷载作用下框架柱轴力和梁端剪力层梁端剪力/KN柱轴力/KND轴AB跨BD跨A轴B轴60.790.97-0.79-0.18-0.180.9752.022.40-2.82-0.38-0.563.3743.263.96-6.08-0.69-1.257.3334.465.57-10.54-1.11-2.3612.9025.676.94-16.21-1.27-3.6319.8416.598.07-22.80-1.48-5.1127.91-17.589.28-30.38-1.70-6.8137.183、水平地震作用的计算该建筑高度为21.6m,且质量和刚度沿高度均匀分布,故可采用底部剪力法来计算水平地震作用。1、荷载计算屋面重力值:G面=5.36×(4.65×10.8)=269.18KN楼面重力值:G板=4.33×(4.65×10.8)=217.45KN梁重力值:G梁=4×4.65×2.56+10.8×3.43+2.22×1.95+1.89×3.6+2×2.22×1.5=102.45KN柱重力值:G标柱=18.75×3=56.25KNG负一层柱=21.88×3=65.64KN墙重力值:G女儿墙=5.29×7.54.65×2=24.60KNG标准墙=10.21×(5.7+3.6)+9.33×3.9+4.35×2.7+5.45×2.7+12.95×1.5×2+9.93×2.7+12.1×1.3×3=270.65KNG负一层墙=2.67×4.65×2+12.1×(4.65+10.8)=211.78KN活载Q=(4.65×10.8)×2=100.44KN
69毕业设计1、重力荷载代表值G6=G板+G梁+G上柱/2+G女儿墙+F活/2+G墙/2=269.18+102.45+28.13+24.60+50.22+207.65/2=609.91KNG5=G4=G3=G2=G1=G板+G梁+G上柱+G标准墙+F活/2=217.45+102.45+56.25+270.65+50.22=697.02KNG-1=G板+G梁+G上柱/2+G下柱/2+G标准墙+F活/2=217.45+102.45+(56.25+65.64)/2+(270.65+211.78)/2+50.22=672.29KN地震作用下框架侧移计算层号Gj/KNvj/KN∑D/(KN/M)Δuj/m6610610671740.00956971307671740.01946972004671740.03036972701671740.04026973398671740.05116974095671740.061-16724767783550.061U=∑Δuj=0.261mT=0.602多遇水平地震作用标准值以及位移计算:由设防烈度为7度、近震;场地土为Ⅱ类,由《建筑抗震设计规范(GBJ11-89)》查得:amax=0.08,Tg=0.35s,则横向地震影响系数:
69毕业设计α=αmax=0.0490.85>1.4Tg=1.4×0.35=0.49,由抗震规范可知尚须计算顶部附加集中水平地震作用。δn=0.08T1+0.07=0.08×0.60+0.07=0.118结构总水平地震作用标准层:Fek=αGeg=0.049×0.6O×4632=147.53KN顶部的附加集中水平地震作用为:△Fn=δnFek=0.138×147.53=17.41KNFi=GiHiFek(1-δn)/∑GiHiF1=9.99F2=14.60F3=19.21F4=23.81F5=28.42F6=28.91
69毕业设计层Fi(KN)Vi(m)∑DΔue646.3246.32671740.0007528.4274.74671740.0011423.8198.55671740.0015319.21117.76671740.0018214.60132.36671740.002019.99142.35671740.0021-15.18147.53783550.0019一层:0.0021/3=1/1429<1/550满足要求
69毕业设计地震作用下A轴框架柱剪力和梁柱端的弯矩计算层/KN∑D/KN/m/KN/m//KNyh/m/KN.m/KN.m/KN.m646.3267174180610.26912.460.926.1711.2126.17574.7467174180610.26920.111.0539.2021.1150.42498.5567174180610.26926.511.247.7231.8168.833117.7667174180610.26931.681.3552.2742.7684.082132.3667174180610.26935.601.3558.7548.07101.511142.3567174180610.26938.291.557.4457.44105.50-1147.5378355212910.27240.132.2848.9691.50106.39地震作用下B轴框架柱剪力和梁柱端的弯矩计算层/KN∑D/KN/m/KN/m//KNyh/m/KN.m/KN.m/KN.m/KN.m646.3267174295930.44120.411.1138.5722.6518.2420.32574.7467174295930.44132.931.2657.2941.4937.8142.13498.5567174295930.44143.421.4169.0361.2252.2758.243117.7667174295930.44151.881.4182.4973.1567.9775.732132.3667174295930.44158.311.4192.7182.2278.4587.411142.3567174295930.44162.711.594.0794.0783.3892.90-1147.5378355340650.43564.142.189.79134.6986.9796.89地震作用下D轴框架柱剪力和梁柱端的弯矩计算层/KN∑D/KN/m/KN/m//KNyh/m/KN.m/KN.m/KN.m646.3267174195200.29113.460.9028.2712.1128.27574.7467174195200.29121.721.1739.7525.4151.86498.5567174195200.29128.641.3248.1137.8073.523117.7667174195200.29134.221.3556.4646.2094.262132.3667174195200.29138.461.3563.4651.92109.661142.3567174195200.29141.371.5062.0562.05113.97-1147.5378355229790.29343.272.2852.7898.65114.83
69毕业设计地震载作用下框架柱轴力和梁端剪力层梁端剪力/KN柱轴力/KND轴AB跨BD跨A轴B轴 6-1.74-1.749.53515.4818.43-23.27-2.95-4.6927.96421.2525.84-44.52-4.59-9.2853.79326.6833.33-71.19-6.66-15.9387.12231.5738.64-102.76-7.07-23.00125.76133.1440.56-135.90-7.43-30.43166.33-133.9241.51-169.82-7.59-38.02207.84六、框架内力组合各种荷载情况下的框架内力求的后,根据最不利又是可能的原则进行组合。当考虑结构塑性内力重分布的有利影响时,应在内力组合之前对竖向荷载作用下的内力进行调幅。由于构件控制截面的内力值应取支座边缘处,为此,进行组合前,应先计算个控制截面出的(支座边缘处的)内力值。支座边缘处的内力值:式中——支座边缘处截面的弯矩标准值;——支座边缘处截面的剪力标准值:M——梁柱中线交点处饿弯矩标准值;V——与M相应的梁柱中线交点处的剪力标准值;q——梁单位长度的均布荷载标准值;b——梁端支座宽度(即柱截面高度)。柱上控制截面在上层的梁底,柱下端控制截面在下层的梁顶。按轴线计算简图算得的柱端内力值,宜换算到控制截面处的值。为了简化起见,也可以采用轴线处的内力值,这样算得的钢筋用量比需要的钢筋用量略微多一点。各内力组合见表:
69毕业设计框架梁内力组合表层次截面位置内力SGKSQKSWKSEK1.2SGK+1.26(SQK+SWK)YRE[(1.2SGK+0.5SQK)+1.3SEK]1.35SGK+SQK1.2SG+1.4SQK1.2SGK+1.4SwK→←→←→←负一层AM88.6016.1623.72106.93217.6896.79190.06-18.46135.77128.94139.5373.11V-93.01-18.06-7.58-33.92-178.98-124.82-123.55-57.41-143.62-136.90-122.22-101.00B右M-120.17-17.8419.4886.97-138.25-191.23-30.05-199.64-180.07-169.18-116.93-171.48V114.0721.12-7.58-33.92168.59173.0577.51143.66175.11166.45126.27147.50B左M114.1420.8621.6996.89254.41135.92205.0216.08174.95166.17167.33106.60V-111.88-21.17-9.28-41.51-215.06-149.24-149.10-68.16-172.21-163.89-147.25-121.26DM-71.23-12.7025.62114.83-43.25-133.7643.09-180.83-108.86-103.26-49.61-121.34V79.0514.37-9.28-41.51104.66124.6636.06117.01121.09114.9881.87107.85跨间MAB63.6011.860.783.05106.5391.2661.6961.6997.7292.9276.3276.32MBD50.5810.240.923.7885.7473.6049.3649.3678.5275.0360.7060.70
69毕业设计框架梁内力组合表层次截面位置内力SGKSQKSWKSEK1.2SGK+1.26(SQK+SWK)YRE[(1.2SGK+0.5SQK)+1.3SEK]1.35SGK+SQK1.2SG+1.4SQK1.2SGK+1.4SwK→←→←→←六层 AM59.314.182.6726.1779.8073.0780.4629.4384.2577.0274.9167.43V-60.45-4.79-0.79-7.79-79.57-77.58-63.80-48.61-86.40-79.25-73.68-71.43B右M-51.33-4.211.8618.26-64.56-69.24-29.97-65.58-73.51-67.49-58.99-64.20V57.654.79-0.79-7.7974.2276.2146.0961.2882.6275.8968.0770.29B左M43.414.032.0730.3559.7854.5670.1710.9962.6357.7354.9949.19V-49.96-4.16-0.97-9.54-66.48-63.97-55.83-37.22-71.61-65.78-61.31-58.59DM-42.59-2.982.9028.31-51.21-58.52-11.85-67.05-60.48-55.28-47.08-55.17V49.643.75-0.97-9.5463.0765.5236.7855.3870.7664.8258.2160.93跨间MAB28.822.620.282.5337.8937.8926.9226.9241.5338.2534.5834.58MBD20.51.560.302.8226.5726.5719.0419.0429.2426.7824.6024.60
69毕业设计竖向框架A柱弯矩和轴力组合表层次截面内力SGKSQKSWKSEK1.2SGK+1.26(SQK+SWK)YRE[(1.2SGK+0.5SQK)+1.3SEK]1.35SGK+SQK1.2SGK+1.4SQK|Mmax||Nmin||Nmax|→←→←NMM负一层柱顶M-14.28-3.26-11.63-48.96-35.90-6.59-61.8133.66-22.54-21.7061.8133.66-22.54N1569.04263.7130.38171.182254.032176.211677.931344.132381.912252.042176.211344.132381.91柱底M-7.14-1.63-21.73-91.50-38.0016.76-96.2582.18-11.27-10.85-96.2582.81-11.27N1590.92263.7130.38171.182280.292202.471697.621363.822411.452278.301697.621363.822411.45V6.121.409.5340.1321.12-2.9045.16-33.099.669.3045.16-2.9045.16三层柱顶M-19.19-4.62-8.96-52.27-40.14-17.56-69.9731.96-30.53-29.50-69.97-17.56-69.97N868.79137.0410.5470.321228.501201.94901.86764.741309.911234.401309.911201.94901.86柱底M-19.93-4.62-7.33-42.77-38.97-20.50-61.3722.03-31.53-30.38-31.53-20.50-61.37N887.54137.0410.5470.321251.001224.44918.74781.611335.221256.901335.221224.44918.74V13.043.085.4331.6826.3712.6943.78-18.0020.6819.9620.6812.6943.78
69毕业设计竖向框架B柱弯矩和轴力组合表层次截面内力SGKSQKSWKSEK1.2SGK+1.26(SQK+SWK)YRE[(1.2SGK+0.5SQK)+1.3SEK]1.35SGK+SQK1.2SGK+1.4SQK|Mmax||Nmin||Nmax|→←→←NMM负一层柱顶M2.34-1.16-21.38-89.78-25.5928.29-85.8689.212.001.1889.2189.212.00N2130.00385.706.8138.023050.563033.402098.712024.573261.203095.982024.572024.573261.20柱底M1.17-5.80-32.07-134.69-46.3134.50-132.44130.20-4.22-6.72130.20130.20-4.22N2151.88385.706.8138.023076.823059.662118.402044.263290.743122.242044.262044.263290.74V-1.00-1.9915.2764.1315.53-22.9560.88-64.17-3.34-3.99-64.17-64.17-3.34三层柱顶M2.19-1.68-14.15-82.49-17.3218.34-79.0981.771.280.2881.7781.771.28N1159.44200.752.3615.931647.251641.301134.311103.251765.991672.381103.251103.251765.99柱底M2.20-1.68-12.55-73.15-15.2916.34-69.9772.671.290.2972.6772.671.29N1178.19200.752.3615.931669.751663.801151.181120.121791.311694.881120.121120.121791.31V-1.46-1.128.9051.888.05-14.3848.85-52.32-3.09-3.32-52.32-52.32-3.09
69毕业设计竖向框架D柱弯矩和轴力组合表层次截面内力SGKSQKSWKSEK1.2SGK+1.26(SQK+SWK)YRE[(1.2SGK+0.5SQK)+1.3SEK]1.35SGK+SQK1.2SGK+1.4SQK|Mmax|NminNmax→←→←NMM负一层柱顶M9.823.06-12.57-52.78-0.2031.48-41.4861.4516.3216.0761.45-41.4816.32N1473.39220.72-37.18-207.841999.332093.021206.181611.472209.802077.081611.471206.182209.80柱底M4.911.53-23.49-98.65-21.7837.42-91.19101.188.168.03101.18-91.198.16N1495.27220.72-37.18-207.842025.582119.281225.871631.162239.332103.331631.161225.872239.33V-4.21-1.3110.3043.276.28-19.6837.91-46.47-6.99-6.89-46.4737.91-6.99三层柱顶M13.774.23-9.69-56.469.6434.06-41.0769.0322.8222.4569.03-41.0722.82N812.31114.98-12.90-87.121103.391135.90689.25859.141211.601135.74859.14689.251211.60柱底M13.774.23-7.92-46.2011.8731.83-31.0759.0222.8222.4559.02-31.0722.82N831.06114.98-12.90-87.121125.891158.40706.13876.011236.911158.24876.01706.131236.91V-9.18-2.825.8734.22-7.17-21.9724.05-42.68-15.21-14.96-42.6824.05-15.21
69毕业设计七、柱截面的设计与配筋1、设计依据钢筋砼等级C40=14.3N/mm=1.43N/mm钢筋强度HPB235=210N/mmHRB400=360N/mmξb=05182、框架的柱截面设计⑴、轴压比验算底层B柱:N=3290.74KN轴压比:Un=N/fc.b.l=3290740/(14.3×500×500)=0.924<[0.90]采用复式箍。⑵截面尺寸复核取h=500-35=465mmV=64.17KN因为h/b=465/500=0.934所以=0.25×1.0×14.3×500×465=831.19>64.17KN满足要求.⑶正截面受弯承载力计算(采取对称配筋)B轴柱:从柱的内力表中可见Nb=ξb=14.3×500×465×0.518=1722KNN>Nb,为小偏压,选用M大,N大的组合最不利组合为:M=-4.22KN.M和N=3290.74KNM=130.20KN.M和N=2044.26KN第一组内力M=4.22KN.m和N=3290.74KN柱的计算长度取下列二式中的较小值=1.0H=3.5M
69毕业设计=M/N=1.28mm=465mm=max{20mm,500/30}=20mm=+=0.81+20=21.28mm0.5fcA/N=0.5×14.3×500×500/3290740=0.543/h=3.5/0.5=7<15.则:1.0e=h/2-αs=1.42×21.28+250-35=245.2mm<0.3hoξ=按构造要求配筋,由于纵向受力钢筋采用HRB400,最小总配筋率为=0.5%×500×500/2=625mm采用对称配筋每侧实配320=941mm第二组内力M=130.20KN.m和N=2044.26KN柱的计算长度取下列二式中的较小值=1.0H=3.5M=M/N=63.7mm=465mm
69毕业设计=max{20mm,500/30}=20mm=+=63.7+20=83.7mm0.5fcA/N=0.5×14.3×500×500/2044260=0.874/h=3.5/0.5=7<15.则:1.0e=h/2-αs=1.17×83.7+250-35=312.92mm<0.3hoξ=按构造要求配筋,由于纵向受力钢筋采用HRB400,最小总配筋率为%=0.5%×500×500/2=625mm采用对称配筋每侧实配320=941mm⑷斜截面受剪承载力计算负一层最不利内力组合M=130.20KN.MN=2044.26KNV=64.17KN因为剪跨比,取=3.0因为0.3A=0.3×14.3×500×500=1072.5KN<2044.26KN所以取N=1072.5KN
69毕业设计按构造配筋.需取复式箍筋410@200加密区:410@100三层最不利内力组合M=72.67KN.MN=1120.12KNV=52.32KN因为剪跨比,取=2.63因为0.3A=0.3×14.3×500×500=1072.5KN<1120.12KN所以取N=1072.5KN按构造配筋.需取复式箍筋410@200加密区:410@100⑸裂缝宽度的验算e/h=63.7/465=0.137<0.55可不验算裂缝宽八、框架梁截面的设计与配筋⑴正截面的受弯承载力的计算梁AB(b×h=250mm×550mm)一层:跨中截面弯矩代入数据可的=0.063=1-
69毕业设计=1.0×14.3×250×515×0.065/360=332mmmax[0.2%,]=0.2%0.002×250×550=275mm下部实配316(A=603mm)上部按构造要求配筋。⑵截面受剪承载力计算=178.98KV选用箍筋抗剪。先按构造配筋0.25×14.3×250×515=451.34kN>满足要求取双肢箍8@200/100⑶主梁吊筋的计算:由次梁传至主梁AB的集中力为:Q+G=8.44+51.14=58.58KN则选216(由次梁传给主梁BD的集中力为:Q+G=89.87+17.96=107.83则选216(
69毕业设计梁配筋表层计算公式梁BD梁AB支座左截面跨中截面支座右截面支座左截面跨中截面支座右截面-1M/(KN.m)180.8385.74254.41199.64106.53217.680.1910.0900.2680.2110.1120.2300.2140.0950.3190.2390.1190.265/mm1092486163312236111353Asmin/mm275275275275275275实配钢筋As/mm2322(1140)316(602)222225(1742)222225(1742)316(602)325(1743)6M/(KN.m)67.0529.2470.1773.5138.2584.250.0710.0310.0740.0780.0400.0890.0730.0310.0770.0810.0410.093/mm375160394413211477Asmin/mm275275275275275275实配钢筋As/mm2316(603)316(603)316(603)316(603)316(603)316(603)
69毕业设计九、基础设计1、设计依据=1918.88KNM=130.20KN.mV=64.17KN混凝土强度等级去C30柱截面尺寸b×h=500×500㎜2、初步确定尺寸(考虑偏心,将基底面积增大10%)A=1.1×1918.88/(220-20×1.6)=11.23取l×b=3.4×3.4m3、验算偏心矩e基底出总的竖向力为:+=1918.88+20×20×1.6=2558.88KN偏心矩e=M/(F+G)=130.20/2558.88=0.051m4、基底最大净反力KPaKPaP=(+)/2=(231.28+201.43)/2=216.36KPa<=220KPa=231.28<1.2=264KPa5、基础高度验算假设设基础高h=600mm有效高度为ho=540mmA1==3.03-0.83=2.20㎡A2=0.54×0.54+0.54×0.5=0.56m=0.7×14.3×100×0.56=560.56KN>满足条件,选用基础高度为600mm6、配筋计算=224.26KPa
69毕业设计因为两边相等,所以两个截面配筋相同选用1710(1334.5)
69毕业设计
69毕业设计十、现浇板的设计1、标准层板的配筋g=4.33×1.2=5.20q=2.0×1.3=2.6按弹性理论计算:在求各区格板跨内正弯矩时,按恒载均布及活荷载棋盘式布置计算,取荷载:在求中间支座最大弯矩时,按恒荷载及活荷载均满布各区格板计算,取荷载:P=g+q=5.20+2.6=7.80
69毕业设计标准层双向板弯矩计算区格B2B4Lx/Ly5.4/5.7=0.953.6/3.6=1跨内计算简图跨内U=0mx(0.0198×6.5+0.0410×1.3)×5.42=5.31(0.0176×6.5+0.0368×1.3)×3.62=2.10my(0.0172×6.5+0.0364×1.3)×5.42=4.66(0.0176×6.5+0.0368×1.3)×3.62=2.10U=0.2mx(u)5.31+4.66×0.2=6.242.10+2.10×0.2=2.52my(u)4.66+5.31×0.2=5.722.10+2.10×0.2=2.52支座计算简图0.0550×7.80×5.42=12.510.0513×7.80×3.62=5.190.0528×7.8×5.42=12.010.0513×7.80×3.62=5.19
69毕业设计区格B8Lx/Ly3.6/3.9=0.92跨内计算简图跨内U=0mx(0.0168×6.5+0.0357×1.3)×3.62=2.02my(0.0211×6.5+0.0438×1.3)×3.62=2.52U=0.2mx(u)2.02+2.52×0.2=2.52my(u)2.52+2.02×0.2=2.92支座计算简图0.0536×7.80×3.6=5.420.0563×7.80×3.62=5.69
69毕业设计考虑到板四周与梁相连,各跨内、支座弯矩乘以折减系数0.8标准层楼盖配筋表截面M/KN.mho/mmAs/mm2选配钢筋实配面积/mm2跨中B2lx方向4.99100250252ly方向4.5890255252B4lx方向2.02100101252ly方向2.0290113252B8lx方向2.34100117252ly方向2.0290113252支座B2lx方向10.01100501523ly方向9.61100482523B4lx方向4.15100208252ly方向4.15100208252B8lx方向4.34100218252ly方向4.55100228252
69毕业设计2、屋顶板配筋g=5.36×1.2=6.43q=0.5×1.3=0.65按弹性理论计算:在求各区格板跨内正弯矩时,按恒载均布及活荷载棋盘式布置计算,取荷载:在求中间支座最大弯矩时,按恒荷载及活荷载均满布各区格板计算,取荷载:P=g+q=6.43+0.65=7.08
69毕业设计屋面板双向板弯矩计算区格D2D3Lx/Ly5.4/5.7=0.955.4/5.1=1.06跨内计算简图跨内U=0mx(0.0198×6.76+0.0410×0.32)×5.42=4.29(0.0171×6.76+0.0362×0.32)×5.12=3.31my(0.0172×6.76+0.0364×0.32)×5.42=3.69(0.0202×6.76+0.0415×0.32)×5.12=3.90U=0.2mx(u)4.29+3.69×0.2=5.033.31+3.90×0.2=4.09my(u)3.69+4.29×0.2=4.553.90+3.31×0.2=4.56支座计算简图0.0550×7.08×5.42=11.350.0530×7.08×5.12=9.760.0528×7.08×5.42=10.900.0557×7.08×5.12=10.26
69毕业设计区格D4D5Lx/Ly3.9/5.7=0.683.9/5.1=0.76跨内计算简图跨内U=0mx(0.0329×6.76+0.0709×0.32)×3.92=3.73(0.0291×6.76+0.0608×0.32)×3.92=3.29my(0.0106×6.76+0.0286×0.32)×3.92=1.23(0.0133×6.76+0.0321×0.32)×3.92=1.52U=0.2mx(u)3.73+1.23×0.2=3.973.29+1.52×0.2=3.59my(u)1.23+3.73×0.2=1.981.52+3.29×0.2=2.18支座计算简图0.0754×7.08×3.92=8.120.0693×7.08×3.92=7.460.0570×7.08×3.92=6.140.0566×7.08×3.92=6.09D2~D3支座:=1/2(-11.35-9.76)=-10.56KN.mD2~D4支座:=1/2(-10.90-6.14)=-8.52KN.mD3~D5支座:=1/2(-10.26-6.09)=-8.18KN.mD4~D5支座:=1/2(-8.12-7.46)=-7.79KN.m考虑到板四周与梁相连,各跨内、支座弯矩乘以折减系数0.8
69毕业设计屋面板配筋表截面M/KN.mho/mmAs/mm2选配钢筋实配面积/mm2跨中D2lx方向4.02100202252ly方向3.6490203252D3lx方向3.27100164252ly方向3.6590203252D4lx方向3.18100177252ly方向1.589088252D5lx方向2.87100144252ly方向1.749097252支座D2——D38.45100424523D2——D46.82100342393D3——D56.54100378393D4——D56.23100312393十一、板式楼梯设计1、斜板TB1的设计对斜板TB1取1m的宽度作为其计算单元。踏步的尺寸为250×166mm,cosφ=0.833确定斜板厚度t斜板的水平投影净长为l1n=3500mm斜板的斜向净长为l=l1n/cosa=3500/0.833=4202mm斜板的厚度为t1=(1/25~1/30)l=(1/25~1/30)×4202mm=168~140mm,取t1=150mma、荷载计算
69毕业设计踏步的尺寸为250×166mm,斜板的厚度取t=150mm,cosφ=0.833,则截面平均高度为h=166/2+150/0.833=263m恒载踏步自重:1.2×0.263×25=7.89KN/m踏步抹灰:1.2×0.05×17=1.02KN/m栏杆自重:1.2×0.2=0.24活载:1.4×2.5=3.5KN/m总计:12.65KN/mb、计算简图斜板的计算简图可用一根假想的跨度为l1n的水平梁替代,如下图所示,其计算跨度取斜板水平投影净长l1n=3500mmc.内力计算斜板的内力,一般只需跨中最大弯矩即可,考虑到斜板两端均匀与梁整结,对板有约束作用,所以跨中最大弯矩取:m=12.65×3.752/10=17.79KN/md、截面的承载力计算=130㎜
69毕业设计αs=M/(α1fcbho2)=17.79×106/(1×14.3×1000×130×130)=0.074==0.077As=α1fcbhoξ/fy=1.0×14.3×1000×130×0.077/210=682选配1010@100(As=785)考虑斜板与平台梁、板的整体性,斜板两端/4范围内按构造承受负弯矩作用的钢筋,其数量为跨中截面配筋的1/2。选配510@200(As=383)分布钢筋选用58@250(As=201)即每步下放置一根。2、斜板TB2的设计对斜板TB1取1m的宽度作为其计算单元。踏步的尺寸为250×166mm,cosφ=0.833确定斜板厚度t斜板的水平投影净长为l1n=2000mm斜板的斜向净长为l=l1n/cosa=2000/0.833=2400mm斜板的厚度为t1=(1/25~1/30)l=(1/25~1/30)×2400mm=96~80mm,取t1=100mma、荷载计算踏步的尺寸为250×166mm,斜板的厚度取t=150mm,cosφ=0.833,则截面平均高度为h=166/2+100/0.833=203m恒载踏步自重:1.2×0.203×25=6.09KN/m踏步抹灰:1.2×0.05×17=1.02KN/m栏杆自重:1.2×0.2=0.24活载:1.4×2.5=3.5KN/m总计:10.85KN/mb、计算简图斜板的计算简图可用一根假想的跨度为l1n的水平梁替代,如下图所示,其计算跨度取斜板水平投影净长l1n=2000mm
69毕业设计c.内力计算斜板的内力,一般只需跨中最大弯矩即可,考虑到斜板两端均匀与梁整结,对板有约束作用,所以跨中最大弯矩取:m=12.65×2.252/10=6.40KN/md、截面的承载力计算=80㎜αs=M/(α1fcbho2)=6.40×106/(1×14.3×1000×80×80)=0.070==0.073As=α1fcbhoξ/fy=1.0×14.3×1000×80×0.073/210=398选配1010@100(As=785)考虑斜板与平台梁、板的整体性,斜板两端/4范围内按构造承受负弯矩作用的钢筋,其数量为跨中截面配筋的1/2。选配510@200(As=383)分布钢筋选用58@250(As=201)即每步下放置一根。
69毕业设计3、平台板的设计平台板取1m作为计算单元,平台板近似的按短跨方向的简支板计算,计算简图如下所示,平台板的厚度取t=70mm,计算跨度取l2n=1.28ma、荷载的计算恒载:平台板自重1.2×0.07×25=2.1KN.m抹灰1.2×0.02×17=0.41KN.m活载:1.4×2.5=3.5KN.m合计:6.01KN.mb、内力计算考虑平台板两端梁的嵌固作用,跨中最大设计弯矩取M=Pl21n/10=6.01×1.282/10=0.98KN.mc、配筋计算h0=70-20=50mmas=M/(α1fcbh20)=0.98×106/(14.3×1000×502)=0.027==0.027=1.0×14.3×1000×50×0.027/210=92mm2选用受力钢筋8@200(As=113mm2),分布钢筋φ8@2004、TL1设计平台梁的两端搁置在楼梯间的侧墙上,所以计算跨度取l=l3n+a=270-240+240=270mmKN.m平台梁的截面尺寸取h=300mm,b=250mmKN.ma、荷载的计算传来荷载:由斜班板传来10.85×2/2=10.85KN.m由平台梁传来6.01×1.28/2=3.85KN.mTL自重:1.2×0.3×0.25×25=2.44KN.m抹灰:1.2×17×[(0.3-0.07)×2+0.25]×0.02=0.29KN.m合计:17.43KN.mb、内力计算平台梁支座处最大剪力:V=Pln/2=17.43×2.46/2=21.44KN平台梁跨中最大弯矩:M=Pl2/8=17.43×2.72/8=15.88KN.mc、截面设计正截面受弯承载力计算
69毕业设计h0=300-35=265mmas=M/(fcbh20)=15.88×106/(14.3×250×2652)=0.063==0.065=1.0×14.3×250×265×0.065/210=293mm2考虑到平台梁两边受力不均,有扭矩存在,纵向受力钢筋酌量增大选用214,As=308mm2斜截面受剪承载力的计算V/fcbh0=21.44×103/(14.3×250×265)=0.023<0.25按构造配置腹筋:φ8@200
69毕业设计参考文献:1、《中国住宅设计十年精品选》中国建筑工业出版社2、《跨世纪的住宅设计》中国建筑工业出版社3、《建筑结构构造资料集》中国建筑工业出版社4、中南地区建筑标准设计5、建筑工程勘察设计规范汇编中国建筑工业出版社6、《房屋结构毕业设计指南》中国建筑工业出版社7、《住宅设计资料集》(2)中国建筑工业出版社8、《结构抗震手册》中国建筑工业出版社9、混凝土结构施工图平面整体表示方法制图规则和构造详图中国建筑标准设计研究出版社10、民用建筑工程结构施工图设计深度图样中国建筑标准设计研究出版社11、建筑力学与建筑结构中国电力出版社12、混凝土结构设计同济大学出版社13、混凝土结构规范中国建筑工业出版社14、混凝土楼盖设计中国建筑工业出版社15、建筑设计资料集中国建筑工业出版社16、建筑设计资料集(二版)中国建筑工业出版社17、建筑结构图集中国建筑工业出版社18、建筑构造原理与设计天津大学出版社19、大跨度屋盖结构抗震设计中国建筑工业出版社20、住宅设计资料集中国建筑工业出版社21、高层建筑混凝土结构技术规程中国建筑工业出版社22、建筑抗震设计规范中国建筑工业出版社23、高层建筑结构设计原理西安交通大学出版社24、高层建筑结构设计计算与实例中国建筑工业出版社25、建筑结构选型中国建筑工业出版社26、结构力学(上、下)高等教育出版社
69毕业设计致谢通过3个多月的紧张忙碌,我的毕业设计终于搞一段落了,在这里我要感谢我的指导老师——李明老师,在此期间,李明老师对我们的毕业设计给予的精心的指导,提出的许多最关键的意见与建议,尤其在各个设计阶段中,老师帮我们讲述设计思路,言传身教,让我们学会如果查找资料,如何进行合理的设计,如果把毕业设计做得更完美等等,都将让我们受益终生。同时也要感谢李华军等同学,在结构计算时给我提供了很多的帮助,使我能按时的完成设计。在此我表示深深的感谢!借此机会,同时也也深深地感谢在这四年来教育我们、关心我们和帮助我们的老师们,祝你们身体健康,工作顺利!'