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'某工程技术大学毕业设计前言大学的学习即将结束,毕业设计是对我们大学学习的检验和总结。毕业设计让我们更系统的熟悉了建筑结构设计的全过程,培养了我们独立分析问题和解决问题的能力,以及与他人协作的精神,真正的为我们今后的实际工作打下了扎实的基础。本设计任务为高层住宅楼。设计任务书中结构设计部分的题目是高层建筑框架设计。按照设计任务书给定的条件及说明,该建筑设计要体现住宅楼的轻松、愉快、整洁大方和舒适的美感。设计的指导思想遵循我国基本建设一系列方针政策,在建筑设计中坚持“适用、经济、在可能条件下注意美观”的原则。同时根据我国目前民用建筑的发展情况,本设计在满足建筑使用功能的基础上,力求符合设计任务书所给定的自然规模等条件,还要体现现代建筑的特点。经过三个多月的努力,在老师的指导帮助下,我仔细反复的研究任务书的给定条件,同时查阅了有关的书籍资料及规范,完成了设计任务书规定的建筑设计及结构设计。在设计过程中我将大学所学的理论知识进行了系统的复习,并初步的将其结合为一个有机的整体。现在,我已经可以较为独立的完成建筑结构设计,这将为我在今后的工作和进一步学习打下坚实的基础。同时,设计说明书一份,使学到的知识得以运用和巩固。在此对指导老师的答疑深表感谢,尤其是对我的指导教师表示感谢!63
某工程技术大学毕业设计1设计任务书1.1设计基本资料拟建一高层住宅楼,建筑面积:8777㎡左右,采用现浇钢筋混凝土框架结构。1.2工程地质条件及主要设计参数1)该工程抗震设防烈度为7度,抗震设计[1]分组为第一组,房屋高度为28米,框架结构抗震等级为二级,该房屋为丙类建筑。2)基本雪压S=0.2KN/㎡。3)基本风压=0.55KN/m24)设计使用年限:50年;本建筑为一般民用建筑,安全等级为二级[2]。5)地区表面为一般粘性土层,下部为砂类土,水质无侵蚀性,承载力良好。6)气象资料:该地年均气温16.5度最冷月均温3.5度最热月均温27.8度年最高温度38.5度最低温度-10.1度年均总降雨量为1132.2mm,日最大降雨量为204.4mm,最大积雪深度为14cm1.3图纸要求1)建筑图纸:总平面图、首层平面图、标准层平面图、剖面图、屋面防水、主要立面图、各部分节点详图[3]等。2)结构图纸:结构平面布置图、框架配筋图、梁柱截面配筋图和细部尺寸详图等。2建筑设计2.1设计概况2.1.1设计题目上海市海市蜃楼1#楼建筑结构设计2.1.2设计依据本设计依据各种现行建筑设计规范、结构设计规范,设计说明书,规划位置图要求进行设计。63
某工程技术大学毕业设计2.2设计过程1)确定结构体系与结构布置2)根据经验对构件进行初估3)确定计算模型及计算简图4)荷载计算5)内力计算及组合6)构件及节点设计7)编写设计任务说明书8)图纸绘制2.3建筑设计概况2.3.1工程概况本工程为高层住宅楼,采用框架结构[4],建筑物总长71.79m,总宽为12.19m。主体10层,总高度为28m.每层层高为2.7m。2.3.2平面设计从结构平面形状上来分,建筑物分为点式[8]和板式[9]两大类,本设计采用板式。但板式平面短边方向侧向刚度差,当建筑高度较大时,不仅在水平荷载作用侧向变形会加大,还会出现沿房屋长度平面各点变形不一致的情况,在地震作用下,长度大的楼板在楼板平面内既扭转又扭曲,为了避免楼板变形带来的复杂受力情况,建筑物长度比L/B不宜超过4,本设计中主体长度为L=71.8m,宽度B=12.2m,长宽比L/B=5.8>4。因此本设计不满足平面形状限制的要求。采取预留后浇带的办法解决。2.3.3立面设计建筑物总高度28米,高宽比H/B=2.27<4,可以采用底部剪力法计算水平地震作用。屋面为上人屋面,女儿墙为1.0米高。建筑立面上采用白色竖向分割条和浅棕色横向分割条。使立面具有轻巧、亲切、挺拔的感觉,明显地表现出立面的节奏感和方向感。本建筑的窗均采用双层铝合金窗,且为平推窗,因为双层窗具有保温的作用,同时,推拉窗在高层建筑中使用起来也比较方便,可使之免于受风的破坏,对建筑物的立面起到良好的装饰作用。室内楼面和墙面采用了水泥抹灰,方便住户装修,室内净高2.7米.63
某工程技术大学毕业设计2.3.4剖面设计建筑共分为十层,室内外地坪高差为0.80m,为了室内装修和保温等因素,进行吊顶,这样楼中各种电线,保温管等都从吊顶中穿过,为了避免上下层之间固体传声,在吊顶中加入吸音材料。3结构设计3.1结构布置及计算简图根据其住宅楼的结构型式[6]、受力特点和建筑使用要求及施工条件等因素综合考虑,本设计采用现浇钢筋混凝土框架结构,基础采用肋梁式筏板基础[9]。根据住宅楼的使用功能要求,并考虑柱网的布置原则,本工程主体柱网为5.1m×4.2m。主体结构共十层,层高2.7米,填充墙采用240mm厚的粘土空心砖砌筑。楼盖及屋盖均采用现浇钢筋混凝土结构。楼板厚度按跨度的1/45估算,取楼板厚度为100mm。梁的截面尺寸应满足承载力、刚度及延性要求。截面高度按一般取梁跨度l的1/8~1/12估算。为防止梁产生剪切脆性破坏[11],梁的净跨截面高度之比不宜小于4。梁截面宽度可取1/3~1/2梁高。同时不小于1/2柱宽,且不应小于250mm。由此估算梁的截面尺寸见表3-1。表3-1梁截面尺寸(mm)及各层混凝土强度等级Thetable3-1beamscuttofacesize(mm)andeachlayerconcretestrengthgrades层次混凝土强度等级横梁,b×h纵梁b×h次梁b×hAB跨,CD跨BC跨2~10C30300×600300×400300×600300×4501C35350×600350×400300×600300×450柱截面尺寸一般根据柱的轴压比限值按下列公式计算:N=βFgEn(3-1)(3-2)由规范可知该框架结构的抗震等级为二级。其轴压比限制[μN]=0.8。各层的重力荷载代表值近似取12KN/㎡。由图知边柱及中柱的负载面积分别为5.4×3.6㎡和5.4×4.8㎡由公式(3-2)得第一层柱截面面积为边柱=45876㎜263
某工程技术大学毕业设计中柱=67016㎜2如取柱截面为正方形,则边柱和中柱截面高度分别为214㎜和258㎜。根据上述计算结果并综合考虑其他因素,本设计柱截面尺寸取值如下:1层700㎜×700㎜,2~10层600㎜×600㎜。根据地质资料,确定基础顶面离室外地坪为800mm,基础选用肋梁式筏板基础,基础埋深取2.1m,肋梁高度取1.2m。取顶层柱的形心线作为框架柱的轴线;梁轴线取至板底,2至10层柱高既为层高,取2.7m,底层柱高度从基础顶面取至一层板底,即h=2.7+0.8+0.7=4.2m。主体框架平面柱网布置如图3-1。图3-1主体框架布置图Figure3-1structurefloor-plan63
某工程技术大学毕业设计框架结构计算简图如图3-2。图3-2框架结构计算简图Figure3-2computationdiagram3.2重力荷载计算3.2.1屋面及楼面的永久荷载标准值屋面(上人):30厚细石混凝土保护层22×0.03=0.66KN/㎡三毡四油防水层0.4KN/㎡20厚水泥砂浆找平层20×0.02=0.4KN/㎡150厚水泥蛭石保温层5×0.15=0.75KN/㎡100厚钢筋混凝土板25×0.1=2.5KN/㎡V型轻钢龙骨吊顶0.25KN/㎡合计:4.96KN/㎡1~10层楼面:水磨石地面0.55KN/㎡100厚钢筋混凝土板25×0.1=2.5KN/㎡63
某工程技术大学毕业设计V型轻钢龙骨吊顶0.25KN/㎡合计:3.30KN/㎡3.2.2屋面及楼面可变荷载标准值上人屋面均布荷载标准值2.0KN/㎡楼面活荷载标准值2.0KN/㎡屋面雪荷载标准值SK=μr×S0=1.0×0.2=0.2KN/㎡式中:μr为屋面积雪分布系数,取μr=1.03.2.3梁、柱、墙重力荷载计算梁、柱可根据截面尺寸、材料容重及粉刷等计算出单位长度上的重力荷载,对墙、窗、门等计算出单位面积上的重力荷载,计算结果见表3-2。表3-2梁、柱重力荷载标准值层次构件B,mH,mγβg,KN/mLi,mnGi,KN∑Gi,KN1层L10.350.60251.055.5135.0024172.0061809.816L2L30.350.40251.053.6752.8060143.3250.300.30251.052.3632.002448.914L4柱0.300.25251.051.9691.805688.2110.700.70251.1013.4755.60864055.982层至10层L10.300.60251.054.7255.1024144.591228.12L20.300.40251.053.1502.9060137.03L30.250.30251.053.5442.102444.65L40.250.25251.053.9381.9056104.75柱0.600.60251.059.4502.70862194.29Thetable3-2beams,thepillargravitylotusescarrythestandardvalue注:1)表中β为考虑梁柱的粉刷层重力荷载而对其重力荷载增大系数。g表示单位长度构件重力荷载。n为构件数量。2)梁长取净长,柱长取层高。墙体为240㎜厚烧结空心砖,外墙面贴瓷砖(0.5KN/M2),内墙面为20mm厚抹灰,进行内装修。则外墙单位墙面重力荷载为:0.5+0.24×15+0.02×17=4.44KN/㎡内墙为240㎜厚烧结空心砖,两侧均为20㎜厚抹灰,则内墙单位面积重力荷载为:0.24×15+0.02×2×17=4.28KN/㎡63
某工程技术大学毕业设计表3-3墙体自重计算Thetable3-3wallbodiesholdwithdignitythecalculation墙体位置重量,KN合计,KN底层纵墙外墙580.573822.18内墙868.50底层横墙外墙188.25内墙1745.11底层剪力墙439.75内墙二~十纵墙外墙497.633961.13内墙774.43二~十横墙外墙161.36内墙1495.81一~十层剪力墙439.753.2.4门、窗重力荷载计算木门单位面积重力荷载为0.2KN/㎡。铝合金门、窗单位面积重力荷载取0.4KN/㎡。计算结果见表3-4。表3-4门窗重力荷载标准值Thetable3-4doorsandwindowsgravitylotusescarrythestandardvalue名称位置合计,KN窗底层61.42二层至十层61.42门底层19.20二层至十层17.283.2.5电梯间重力荷载计算电梯间和楼梯间:1002.5KN3.2.6女儿墙重力荷载计算女儿墙重:[71.8×2+12.2×2]×0.10×1.2×cos30。×25=503KN3.2.7重力荷载代表值及荷载分层汇总63
某工程技术大学毕业设计顶层重力荷载代表值包括:屋面恒载,50﹪屋面雪荷载,纵横梁自重,半层柱自重,半层墙体自重及门窗自重。其他层重力荷载代表值包括:楼面恒载,50﹪楼面均布活荷载,纵横梁自重,楼面上下各半层的柱及纵横墙体自重及门窗自重。集中于各楼层标高处的重力荷载代表值Gi计算结果如下:G1=1923.93+1471.47+0.5×(3822.18+3961.13+61.42+61.42+19.20+17.28)=9836.95KN同理,可得其他各层的重力荷载代表值。G2=G3=G4=G5=G6=G7=G9=G8=7462.24KN,G10=8338.2KN图3-3各质点重力荷载代表值Figure3-3variousparticlesgravityloadrepresentativeplants3.3横向框架侧移刚度计算梁的线刚度ib=EcIb/l。其中Ec为混凝土弹性模量。L为梁的计算跨度。Ib为梁的截面惯性矩[9],对现浇楼面,中框架取Ib=2.0I0,边框架取Ib=1.5I0。计算过程见表3-5。表3-5横梁线刚度ib计算表Thetable3-5horizontalbeamlinesoftablesarejustanibcalculationwatch类别层次Ec,N/mm2b×h,mm×mmI0,mm4l,mmEcI0/l,N×mm1.5EcI0/l,N×mm2EcI0/l,N×mm边横梁13.15×104350×6006.30×10951003.82×10105.73×10107.64×10102~103.00×104300×6005.14×1091.63×10102.45×10103.26×101013.15×104350×2500.46×10927000.54×10100.81×10101.08×101063
某工程技术大学毕业设计走道梁2~103.00×104300×2500.39×1090.43×10100.65×10100.86×1010柱的线刚度ic=EcIc/h,其中Ic为柱的截面惯性矩[11]。h为框架柱的计算高度。柱的线刚度计算结果见表3-6。表3-6柱线刚度ic计算表Thetable3-6pillarlinesarejustaniccalculationwatch层次hc,mmEc,N/mm2b×h,mm×mmIc,mm4Ec,N/mm2135003.15×104700×7002.001×1099.57×10102至1027003.0×104600×6001.080×1098.03×1010柱的侧移刚度按下式计算(3-3)式中αc为柱侧移刚度修正系数。表示梁柱线刚度比。对不同情况由公式分别计算。根据梁柱线刚度比不同,柱可分为中框架中柱和边柱,边框架中柱和边柱以及楼,电梯间柱等。表3-7中框架柱侧移刚度D值(N/mm)Thetable3-7mediumframepillarsidesmovejustaDvalue(N/mm)层次边柱(42根)中柱(36根)3~100.4040.169223390.5130.20426965190897820.5460.214339441.1960.37449436320534410.5760.418391861.0870.514481863380508表3-8边框架柱侧移刚度D值(N/mm)Thetable3-8apillarofframesidesmovejustaDvalue(N/mm)层次A—1,A—4B—1,B—43~100.3030.131173160.3850.1612128115438820.4100.170224700.8970.3104097625378410.4320.383359050.8150.46743379317136表3-10横向框架层间侧移刚度(N/mm)Thetable3-10layerasideofhorizontalframesoftablesmovejustdegree(N/mm)层次123456∑Di369764434591282063366206336620633662063366层次7891063
某工程技术大学毕业设计∑Di2063366206336620633662063366由表3-10可见,∑D1/∑D2=3697644/3459128=1.07>0.7,故该框架为规则框架。3.4横向水平荷载作用下框架结构的内力和侧移计算3.4.1横向自震周期计算结构顶点的假想侧移由下式计算:(3-4)(3-5)(3-6)式中:Gk为集中在k层楼面处的重力荷载代表值。VGi为把集中在各层楼面处的重力荷载代表值视为水平荷载而得的第i层的层间剪力。为第i层的层间侧移刚度。(Δu)I(Δu)k分别为第i、k层的层间侧移。S为同层内框架柱的总数。计算过程及结果见表3-11表3-11结构顶点的假想侧移计算Thetable3-11structuretopsimaginethesidetomovethecalculation层次GiVGi∑DiΔuiui108338.208338.2020633664.0174.397462.2415800.4420633667.7170.387462.2423262.68206336611.3162.677462.2430724.92206336614.9151.367462.2438187.16206336618.5136.457462.2445649.40206336622.1117.947462.2453111.64206336625.795.837462.2460537.88206336629.370.127462.2468036.12345912819.740.819836.9577873.07369764421.121.1本设计为质量和刚度沿高度分布比较均匀的框架结构。其基本自振周期T1(s)可按下式计算。式中uT为计算结构基本自振周期用的结构顶点假想位移(m)。即假想把集中在各层楼面处的重力荷载代表值Gi作为水平荷载而得到的结构顶点位移。为结构基本自振周期考虑非承重砖墙影响的折减系数。框架结构取0.6~0.7。其中uT的量纲为m,取ψr=0.7则63
某工程技术大学毕业设计3.4.2水平地震作用及楼层地震剪力计算本设计结构高度不超过40m,质量和刚度沿高度分布比较均匀,变形以剪切形为主,故可用底部剪力法计算水平地震作用。结构总水平地震作用标准值按公式计算,式中α1为相应于结构基本自振周期的水平地震影响系数值,Geq为结构等效总重力荷载。单质点应取总重力荷载代表值,多质点应取总重力荷载代表值的85%,即:Geq=0.85∑Gi=0.85×(9836.95+7462.24*8+8338.2)=66197.380KN由设计资料,得Tg=0.25s7度设防αmax=0.08因为Tg30m且H/B=1.86>1.5,既风压脉动影响较大,因此该房屋应考虑风压脉动影响。沿房屋高度的分布风荷载标准值计算结果列入表3-16。表3-16各质点横向风荷载作用下地震剪力计算表Thetable3-16eachqualitiesoftablesorderthehorizontalbreezelotustocarrythefunctiontheearthquakeshearsthedintcalculationwatch层次Hi(cm)Hi/H(KN)q1Z)/(KN/m)q2(Z)/(KN/m)1027.81.0001.4001.3982.7551.722925.10.9031.3801.3642.6511.657822.40.8061.3001.3452.4631.539719.70.7091.2491.3162.3151.447617.00.6121.2351.2762.2191.387514.30.5141.1351.2522.0011.251411.60.4171.1201.2071.9041.19038.90.3201.0001.1781.6591.03726.20.2231.0001.1241.5830.98913.50.1261.0001.0701.5070.94263
某工程技术大学毕业设计F6=2.219+2.001+1.387+1.251)×2.7×0.5+(2.315-2.219+1.447-1.387)×2.7×0.5×1/3+(2.219-2.001+1.387-1.251)×2.7×0.5×2/3=10.44KN同理求得F10=6.04KNF9=12.32KNF8=11.92KNF7=11.19KNF5=10.04KNF4=9.17KNF3=8.68KNF2=7.69KNF1=9.22KN3.4.6水平风荷载作用下的位移验算水平风荷载作用下框架结构的层间位移Δui和顶点位移ui分别按下式计算:(3-18)(3-19)具体计算过程如下表3-17。表中还计算了各层的层间弹性位移角。表3-17横向风荷载作用下的位移验算Thetable3-17horizontalbreezelotusesoftablescarrythefunctionunderofmovetochecktocalculate层次Fi(KN)Vi(KN)∑Di(N/mm)△Ui(mm)Ui(mm)106.0496.7198608.0.985.011/2755.912.3290.6798608.0.924.031/2935.811.9278.3598608.0.793.241/3418.711.1966.4398608.0.672.451/4030.610.4455.2498608.0.561.781/4821.510.0444.8098608.0.451.221/6000.49.1734.7698608.0.350.771/7714.38.6825.5998608.0.260.411/10385.27.6916.91166760.0.100.151/27000.19.229.22174744.0.050.051/70000.由此可见,最大层间弹性位移发生在10层,其值为1/2755<1/550,满足式要求。其中查表可得。3.4.7水平风荷载作用下框架内力计算以图1中3轴线横向框架内力计算为例,说明计算方法。框架柱端剪力及弯矩分别按下式计算:(3-20)63
某工程技术大学毕业设计(3-21)(3-22)(3-23)其中yn为框架柱的标准反弯点高度比。查表可得。底层柱需考虑修正值y2,第二层柱需考虑修正值y3,第三层柱需考虑修正值y1,其余柱均无修正,具体计算结果见表18。表3-18各层柱端弯矩及剪力计算Thetable3-18eachlayerpillarscarrythecurvedjuneandshearthedintcalculation层次,m,KN,N/mm边柱y102.76.0498608.223391.370.4040.200.742.9692.718.3698608.223394.160.4040.353.937.3082.730.2898608.223396.860.4040.407.4111.1172.741.4798608.223399.390.4040.4010.1415.2162.751.9198608.2233911.760.4040.4313.6518.1052.761.9598608.2233914.030.4040.4517.0520.8342.771.1298608.2233916.110.4040.4519.5723.9232.779.8098608.2233918.080.4040.5024.4124.4122.787.49166760.3394417.810.5460.6028.8519.2313.596.71174744.3918621.690.5760.7556.9418.9863
某工程技术大学毕业设计续表3-18中柱y269651.650.5130.251.113.34269655.020.5130.354.748.81269658.280.5130.408.9413.412696511.340.5130.4513.7816.842696514.200.5130.4517.2521.082696516.940.5130.4520.5825.162696519.450.5130.5026.2626.262696521.820.5130.5029.4629.464943625.941.1960.5035.0135.014818626.671.0870.6560.6732.67梁端弯矩,剪力及柱轴力分别按下式计算,其中梁线刚度取自表5中,具体计过程及结果见表3-19。(3-24)(3-25)(3-26)(3-27)表3-19梁端弯矩,剪力及轴力计算Thetable3-19beamscarrythecurvedjune,shearingthedintandthestalkdintcalculations层次边梁走道梁柱轴力边柱N中柱N103.812.766.20.912.452.452.72.04-0.91-1.1395.234.856.21.633.783.782.72.8-1.25-3.48810.548.956.22.717.947.942.76.62-3.62-5.04719.0816.046.24.8814.2214.222.711.85-8.50-12.01627.3524.056.27.1421.3321.332.717.78-15.64-22.65535.2529.966.29.0626.5726.572.722.14-24.70-35.73443.3022.956.29.2032.2832.282.726.90-33.90-53.43347.3025.076.210.0137.9937.992.731.66-43.91-75.0863
某工程技术大学毕业设计250.0926.556.210.6440.2640.262.733.55-54.55-97.99155.3129.316.211.7540.3640.362.733.63-66.30-119.87注:1)柱轴力中的负号表示拉力。当为左地震作用时,左侧两根柱为拉力,对应的右侧两根柱为压力。2)表中M单位为KN×m,V单位为KN,N单位为KN,l单位为m。水平风荷载作用下框架的弯矩图,梁端剪力图及柱轴力图如图3-4所示(a)框架弯矩图(b)梁端剪力及柱轴力图图3-4左侧风荷载作用下框架弯矩图、梁端剪力及轴力图Figure3-4leftearthquakefunctionframebending-momentdiagram,Liangendshearandaxlestrengthchart3.5竖向荷载作用下框架结构的内力计算3.5.1横向框架内力计算1)计算单元取3轴线横向框架进行计算,计算单元宽度为5.4m,如图3-9所示。由于房间布置有次梁,故直接传给该框架的楼面荷载如图中的水平阴影线[5]所示。计算单元范围内的其余楼面荷载则通过次梁[9]和纵向框架梁以集中力的形式传给横向框架,作用于各节点上。由于纵向框架梁的中心线与柱中心线不重合,因此在框架节点上还作用有集中力矩。63
某工程技术大学毕业设计图3-5横向框架计算单元Figure3-5Crosswiseframecomputingelement2)荷载计算a荷载计算在图3-10中,q1,q¹1代表横梁自重,为均布荷载形式。图3-6各层梁上作用的恒载Figure3-6eachLiangaffectsdeadload对第10层,q1=3.938KN/mq¹1=3.15KN/mq2和q¹2分别为房间和走道板传给横梁的荷载和三角形荷载。由图3-9几何关系可得,63
某工程技术大学毕业设计q2=4.96×3.4=16.86KN/m。q¹2=4.96×2.7=13.392KN/mP1,P2,P3分别为由边纵梁,中纵梁和次梁直接传给柱的恒荷载,它包括梁自重,楼板重和女儿墙的重力荷载,计算如下:P1=[(3.4×0.8×0.5)×2+(×0.7)]×4.96+3.938×6.8+3.15×4.2/2+4.44×6.8=104.23KNP2=[(3.4×0.8×1/2)×2+(0.8+4.2)/2×1.7+[(3.4+2.7)/2×1.35×2]×4.96+3.938×6.8+3.15×4.2/2=108.815KNP3=[(3.4×1.8×1/2)×2+(1.8+4.2)/2×1.7]×4.96+3.938×6.8+4.725×5.1/2+4.44×1.2×6.8=130.95KN集中力矩M1=P1e1=104.23×(0.6-0.3)/2=15.63KN·mM2=P2e2=108.815×(0.6-0.3)/2=16.32KN·mM3=P3e3=130.95×(0.6-0.3)/2=19.64对第2至9层:q1包括梁自重和其上横梁自重,为均布荷载,其它荷载计算方法同第10层,结果为q1=4.725+4.28×2.7=16.28KN/mq¹1=3.15KN/m,q2=3.4×2.4=8.16KN/mq¹2=2.7×2.4=6.48KN/mP1=3.938×3.4×2+[(0.8+4.2)/2×1.7+1.7×3.4]×3.3+(6.8×2.7-1.6×2.0×2)×4.44+0.4×1.6×2.0×2=115.54KNP2=(3.4×1.7×2+1.35×2)×3.3+4.725×6.8+3.15×2.1+4.28×2.6×(6.8-0.6)=120.00KNP3=3.938×3.4×2+[(1.8+5.1)/2×1.7+1.7×3.4]×3.3+(6.8×2.7-1.6×2.0×2)×4.44+0.4×1.6×2.0×2=120.83KN集中力矩M1=P1e1=115.54×(0.6-0.3)/2=17.33KN·mM2=P2e2=120.00×(0.6-0.3)/2=18.00KN·mM3=P3e3=120.83×(0.6-0.3)/2=18.12KN·m对第1层:q1=5.513+4.28×2.7=17.069KN/mq¹1=3.675KN/m63
某工程技术大学毕业设计q2=9.97KN/mq¹2=7.92KN/mP1=5.513×3.4×2+[(0.8+4.2)/2×1.7+1.7×3.4]×3.3+(6.8×2.7-1.6×2.0×2)×4.44+0.4×1.6×2.0×2=139.64KNP2=(3.4×1.7×2+1.35×2)×3.3+5.513×6.8+3.675×2.1+4.28×2.6×(6.8-0.6)=128.45KNP3=5.513×3.4×2+[(1.8+5.1)/2×1.7+1.7×3.4]×3.3+(6.8×2.7-1.6×2.0×2)×4.44+0.4×1.6×2.0×2=144.93KN集中力矩M1=P1e1=139.64×(0.7-0.30)/2=27.93KN·mM2=P2e2=128.45×(0.7-0.30)/2=25.69KN·mM3=P3e3=144.93×(0.7-0.30)/2=28.97KN·mb荷载计算活荷载作用下各层框架上的荷载分布如下图3-7所示。图3-7各层梁上作用的活载Figure3-7eachLiangaffectsliveload对第10层:q2=2.0×3.4=6.8KN/mq¹2=2.0×2.7=5.4KN/mP1=(3.4×1.7+5×1.7)×2=28.56KNP2=(3.4×1.7+5.1×1.35)×2=25.34KNP3=(3.4×1.7+7×2.6)×2=47.96KN集中力矩M1=P1e1=28.56×(0.6-0.3)/2=4.28KN·mM2=P2e2=25.34×(0.6-0.3)/2=3.80KN·mM3=P3e3=47.96×(0.6-0.3)/2=7.19KN·m63
某工程技术大学毕业设计同理,在屋面雪荷载作用下q2=0.68KN/mq¹2=0.54KN/mP1=2.856KNP2=2.534KNP3=4.796KN集中力矩M1=P1e1=0.428KN·mM2=P2e2=0.380KN·mM3=P3e3=0.719KN·m对2~9层:q2=3.4×2.0=6.8KN/mq¹2=2.0×2.7=5.4KN/mP1=28.56KNP2=25.34KNP3=47.96KN集中力矩M1=P1e1=4.28KN·mM2=P2e2=3.80KN·mM3=P3e3=7.19KN·m对1层:q2=6.8KN/mq¹2=5.4KN/mP1=28.56KNP2=25.34KNP3=47.96KN集中力矩M1=P1e1=28.56×(0.7-0.30)/2=5.71KN·mM2=P2e2=25.34×(0.7-0.30)/2=5.07KN·mM3=P3e3=47.96×(0.7-0.30)/2=9.59KN·m将上述结果汇总,见表3-20和表3-21。表3-20横向框架横载汇总表Thetable3-20horizontalframesoftablearehorizontaltocarrytogatherthewatch层次q1,KN/mq"1KN/mq2KN/mq"2KN/mP1KNP2KNP3KNM1KN·mM2KN·mM3KN·m103.9383.1516.8613.39104.23108.815130.9515.6316.3219.642至916.283.158.166.48115.54120.00120.8317.3318.0018.12117.0693.6759.977.92139.64128.45144.9327.9325.6928.97表3-21横向框架活载总汇表Thetable3-21horizontalframesoftableslivetocarrytheconcoursewatch层次q1,KN/mq"1KN/mq2KN/mq"2KN/mP1KNP2KNP3KNM1KN·mM2KN·mM3KN·m104.7253.1511.90411.90428.5625.3447.964.283.807.192至916.283.157.927.9228.5625.3447.964.283.807.19117.0693.6757.927.9228.5625.3447.965.715.079.5963
某工程技术大学毕业设计注:表中括号内数值对应于屋面雪荷载作用情况。3)内力计算梁端,柱端弯矩采用弯矩二次分配法计算,由于结构和荷载均对称,故计算时可采用半框架。弯矩计算过程见图8。所得弯矩图如图9。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相叠加而得。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。中柱线刚度取框架柱实际线刚度的0.9倍。梁上分布荷载由矩形,三角形和集中荷载三部分组成,根据固端弯矩相等的原则,先将集中荷载及三角形荷载化为等效均布荷载,再计算固端弯矩。等效均布荷载计算公式:MABp=MABq(3-28)对于三角形分布荷载(3-29)对于集中荷载(3-30)各控制截面弯矩(3-31)(3-32)(3-33)表3-22恒载作用下梁端剪力及柱轴力(KN)Thetable3-22constantlotusesoftablescarrythefunctionthebeamcarriestoshearthedintandthepillarstalkdint(KN)层次总剪力柱轴力AB跨BC跨A柱B柱VAVBVBVC柱顶柱底柱顶柱底1021.4523.2030.9530.60182.20214.87190.15222.8263
某工程技术大学毕业设计940.2040.7161.3011.84250.13330.26280.65405.69840.2040.7161.3011.84378.77411.44436.07468.74740.2040.7161.3011.84575.33608.00682.00714.67640.2040.7161.3011.84771.89804.56927.93960.60540.2040.7161.3011.84968.451001.121173.861206.53440.2040.7161.3011.841165.011197.681419.791452.46340.2040.7161.3011.841361.571394.241665.721698.39240.2040.7161.3011.841558.151590.821911.631944.30143.9544.2065.7165.561760.581825.262164.362229.04表3-23活荷载作用下梁端剪力及柱轴力(KN)Thetable3-23livethelotustocarrythefunctionthebeamcarriestoshearthedintandthepillarstalkdint(KN)层次总剪力柱轴力AB跨BC跨A柱B柱VAVBVBVC柱顶=柱底柱顶=柱底105.36(0.536)3.57(0.357)3.72(0.372)7.06(0.706)38.69(8.73)54.55(12.46)95.363.573.727.0650.26(20.3)82.09(40.05)85.363.573.727.0677.55(47.59)108.93(66.84)75.363.573.727.06116.37(86.41)163.55(121.46)65.363.573.727.06155.19(125.23)217.77(171.68)55.363.573.727.06194.01(164.05)272.19(226.10)45.363.573.727.06232.83(202.87)326.61(280.52)35.363.573.727.06271.65(241.69)381.03(334.94)25.363.573.727.06310.47(280.51)435.45(389.36)15.363.573.727.06349.27(319.31)489.89(443.20)注:表中括号内数值为屋面作用雪荷载(0.20KN/㎡),其它层楼面作用活荷载(2KN/㎡),对应的内力V以向上为正.3.5.2横向框架内力组合1)结构抗震等级结构的抗震等级可根据结构类型、地震烈度、房屋高度等因素确定。该设计结构高31.2米,为框架结构,地震烈度为7度,故为二级抗震等级。2)框架梁内力组合本设计考虑了四种内力组合。即,,及。此外,对于本工程,这种内力组合与考虑地震荷载作用的组合相比一般较小,对结构设计不起控制作用,故不予考虑。各层梁的内力组合结果见表3-24,表中、两列中的梁端弯矩M为经过调幅后的弯矩(调幅系数取0.8)。63
某工程技术大学毕业设计考虑抗震的正截面承载力抗震调整系数,抗剪计算时=0.85梁的受弯计算时=0.75;柱的受压计算时取=0。80(轴压比不小于0.15)或取=0.75(轴压比不小于0.15).3)控制截面框架柱的弯矩、轴力和剪力沿柱高是线性变化的,取各层柱的上下端截面作为控制截面。框架梁,在水平力和竖向荷载共同作用下,剪力沿梁轴线呈线行变化,弯矩呈抛物线形变化,取梁的两端和梁跨间最大正弯矩的截面为控制截面。表3-24框架梁内力组合表Thetable3-24framedintsinsidethebeamcombinethewatch截面位置内力SGKSQKSwkSEK左风右凤一层AM-134.76-33.9455.31123.39-134.79-274.17V127.505.3611.7531.33174.38203.77B左M-136.16--34.4329.31102.21-243.70-169.84V127.985.3611.7531.33204.77175.16B右M-11.27-3.1240.3691.0033.29-68.42V9.163.5733.6375.83-27.7556.99跨间MAB215.37202.49MBC67.2367.23四层AM-135.26-34.6643..30102.59-260.54-151.42V125.175.369.2026.20174.82198.01B左M-135.77-35.0222..9586.02-235.97-178.22V125.355.369.2026.20198.38175.19B右M-10.74-3.1432.2876.5923.83-57.52V8.533.5726.9063.83-20.0347.76跨间MAB216.01183.23MBC60.1960.19十层AM-117.32-32.223.8126.75-176.58-186.18V107.175.360.916.41163.51165.80B左M-119.63-33.332.7619.40-189.03-180.24V107.975.360.916.41167.24164.94B右M-17.47-4.892.4517.27-24.04-30.21V10.923.572.0414.3914.1619.30跨间MAB177.29163.31MBC3.683.6863
某工程技术大学毕业设计续表3-24左震右震-16.25-256.86-215.87-209.2391.13158.22200.8541.73-237.69-38.38-218.25-211.59158.7297.63201.65194.0177.14-100.31-18.42-18.02-64.3983.4715.2515.02166.51145.38198.32191.2887.5487.546.506.48-37.31-237.35-217.26-210.84133.39151.13197.72190.44-221.82-54.08-218.31-211.95151.35133.68198.08190.8263.60-85.75-17.64-17.28-53.2671.2114.4014.27145.13131.16195.14188.4773.1773.176.256.25-94.01-194.89-190.60-185.89103.08115.58173.29168.66-141.58-103.75-194.83-175.27116.47103.91174.75170.15-1.03-34.76-28.47-27.81-2.9125.1517.6217.14101.3978.46170.41171.3328.1928.196.356.6463
某工程技术大学毕业设计3.5.3框架柱内力组合取每层柱顶和柱底两个控制截面,按下列公式进行组合:非抗震设计(3-34)(3-35)(3-36)(3-37)抗震设计(3-38)(3-39)组合结果及柱端弯矩设计值的调整见表3-25至表3-30,在考虑地震作用效应的组合中,取屋面为雪荷载时的内力进行组合。表3-25横向框架A柱弯矩和轴力组合Thetable3-25horizontalframeApillarsbendthejunetocombinewiththestalkdint层次截面内力SGkSQkSwkSEk→←→←10柱顶M135.4038.763.8126.75206.52216.12120.76176.41N182.2038.690.916.41266.24268.54186.82200.1563
某工程技术大学毕业设计柱底M-79.18-24.421.147.99-124.35-127.22-79.42-96.04N214.8738.690.916.41305.45307.74218.18231.519柱顶M79.1818.499.4034.91106.47130.1648.58121.19N378.7777.553.6217.66547.68556.80478.10519.42柱底M-79.18-20.915.0618.80-114.99-127.74-66.50-105.60N411.4477.553.6217.66586.88596.00413.84450.578柱顶M79.1820.9114.0242.26103.70139.0342.10130.00N575.33116.378.5033.33826.31847.73573.51642.84柱底M-79.18-20.919.3528.17-109.58-133.14-56.75-115.34N608.00116.378.5033.33865.52886.94604.87674.20层次截面内力SGkSQkSwkSEk→←→←7柱顶M79.1820.9118.0048.3698.68144.0444.69136.34N771.89155.1915.6453.311102.101141.51760.06870.95柱底M-79.18-20.9113.5836.48-104.25-139.23-48.11-123.99N804.56155.1915.6453.311141.311180.72791.43902.316柱顶M79.1820.9121.6753.4094.06148.6738.14141.58N968.45194.0124.7076.371375.471437.71943.411102.26柱底M-79.18-20.9117.7343.69-99.02-143.70-40.27-131.48N1001.12194.0124.7076.371414.671476.92974.281133.625柱顶M79.1820.9125.5758.9089.14153.5830.99147.31N1165.01232.8333.90102.571648.661734.091123.491336.84柱底M-79.18-20.9120.9248.19-95.00-147.72-35.93-136.17N1197.68232.8333.90102.571687.871773.301154.861368.20续表3-251.35SGk+SQk1.2SGk+1.4SQkMmaxNNminMNmaxM221.55216.74221.55120.76221.55284.66272.81284.66186.82284.66-131.31-129.20-131.31-79.42-131.31328.76312.01328.76218.18328.76125.38120.90125.3848.58125.38588.80563.09588.80478.10588.80-127.80-124.29-127.80-66.50-127.80632.99602.30632.99413.84632.99127.80124.29127.8042.10127.80893.07853.31893.07573.51893.07-127.80-124.29-127.80-56.75-127.8063
某工程技术大学毕业设计937.17892.52937.17604.87937.171.35SGk+SQk1.2SGk+1.4SQkMmaxNNminMNmaxM127.80124.29127.8044.69127.801197.241143.531197.24760.061197.24-127.80-124.29-127.80-48.11-127.801241.341182.741241.34791.431241.34127.80124.29127.8038.14127.801501.421433.751501.42943.411501.42-127.80-124.29-127.80-40.27-127.801545.521472.961545.52974.281545.52127.80124.29127.8030.99127.801805.591723.971805.591123.491805.59-127.80-124.29-127.80-35.93-127.801849.701763.181849.701154.861849.70续表3-25层次截面内力SGkSQkSwkSEk→←→←4柱顶M79.1820.9126.3857.2988.12154.6026.47145.63N1361.57271.6543.91130.441920.842031.491301.841573.16柱底M-81.71-21.5626.3857.29-91.98-158.46-29.21-148.37N1394.24271.6543.91130.441960.042070.691333.201604.523柱顶M75.4819.9423.7148.3385.83145.5431.77132.30N1558.15310.4754.55158.342192.242329.711480.181809.52柱底M-87.37-22.8535.5672.49-88.83-178.44-19.45-170.23N1590.821590.8254.55158.342231.442368.911511.541840.892柱顶M70.2520.3621.3850.8380.34130.4425.36131.00N1680.36324.7860.35170.332259.632439.351547.751983.06柱底M-50.26-10.4640.1389.22-71.23-169.36-20.35-180.25N1700.23963.1268.25175.302496.322539.761693.471986.351柱顶M67.9617.8219.7550.9079.12128.8920.86126.73N1760.58349.2766.30189.672469.242636.311660.552055.06柱底M-33.98-8.9186.18152.7156.58-160.59121.92-195.72N1825.26349.2766.30189.672546.852713.931722.642117.16续表3-251.35SGk+SQk1.2SGk+1.4SQkMmaxNNminMNmaxM127.80124.29127.8026.47127.802014.192014.192014.191301.842014.19-131.87-128.24-131.87-29.21-131.872153.402053.402153.401333.202153.40121.84118.49121.8431.77121.8463
某工程技术大学毕业设计2413.972304.442413.971480.182413.97-140.80-136.83-140.80-19.45-140.802458.082343.642458.081511.542458.08111.17109.26111.1725.36111.172596.352502.322596.351547.752596.35-100.76-89.23-100.76-20.35-100.362683.452546.352683.451693.472683.45109.57106.50109.5720.86109.572726.052601.672726.051660.552726.05-54.78-53.25-54.78121.92-54.782813.372679.292813.371722.642813.37注:表中M以左侧受拉为正,单位为kN.m,N以受压为正,单位为kN,SQk一列中括号内的数值为屋面作用雪荷载。其他层楼面作用活荷载对应的内力值。表3-26横向框架A柱柱端组合弯矩设计值的调整Thetable3-26horizontalframeApillarpillarscarrythecurvedjuneofcombinationtodesigntheadjustmentofthevalue层次1098截面柱顶柱底柱顶柱底柱顶柱底--------136.33153.99--------847.73886.94层次543截面柱顶柱底柱顶柱底柱顶柱底146.37169.79144.01183.29135.26195.231734.091773.302031.442070.692147.892236.19续表3-2676柱顶柱底柱顶柱底141.24161.03144.13164.481141.511180.721437.711476.9221柱顶柱底柱顶柱底101.23184.2397.25244.652336.332446.322636.312713.93注:表中弯矩为相应于本层柱净高上、下两端的弯矩设计值。表3-27横向框架A柱剪力组合(KN)Thetable3-27horizontalframeApillarsshearthedintcombination(KN)63
某工程技术大学毕业设计层次SGkSQkSwkSEk1.2SQk+1.26(SQk+Swk)γRE[1.2(SGk+0.5SQk)+1.3SEk]→←→←10-65.02-19.15±1.50±10.53-66.65-104.04-64.45-87.729-47.99-12.67±3.5613.6866.89104.89-58.36-80.568-47.99-11.94±4.38±16.28-67.11-78.15-46.76-73.037-47.99-12.67±7.08±21.34-64.63-82.47-31.83-78.996-47.99-12.67±9.57±25.71-61.49-85.61-27.00-83.825-47.99-12.67±11.94±29.42-58.51-88.60-22.90-87.924-47.99-12.67±14.09±32.45-55.80-91.34-19.55-91.263-47.99-12.87±15.99±34.72-54.57-94.61-17.92-94.652-49.35-12.97±17.96±36.61-52.93-98.19-16.50-97.411-21.24-5.57±23.94±42.42-2.34-62.6722.37-71.38续表3-271.35SGk+SQk1.2SGk+1.4SQk-106.93-104.83136.34-77.46-74.30100.23-76.73-74.3099.66-77.46-75.30105.16-77.46-75.33109.45-77.46-75.33112.96-77.46-75.33116.41-78.68-76.52120.95-79.59-77.38125.18-34.24-33.28125.41注:表中V以绕柱端顺时针为正。为相应于本层柱上、下两端的剪力设计值。表3-28横向框架B柱弯矩和轴力组合Thetable3-28horizontalframeBpillarsbendthejunetocombinewiththestalkdint层次截面内力SGkSQkSwkSEk→←→←10柱顶M117.0232.155.2136.66174.37187.4989.64165.90N190.1555.541.137.98296.74299.58200.90217.50柱底M-69.37-20.932.8119.74-106.08113.16-56.11-121.46N222.8255.541.137.98335.94338.79232.27248.879柱顶M69.9416.6614.0852.3487.18122.6620.71129.57N436.0716.665.0425.02654.19666.89444.89496.93柱底M-69.74-18.229.3934.89-94.81-118.48-39.41-111.98N468.74108.935.0425.02693.39706.09476.26528.308柱顶M69.7418.2220.8762.9080.35132.9410.28141.11N682.00163.3512.0147.731009.091039.35683.49782.77柱底M-69.74-18.2217.0851.46-85.12-128.17-22.18-129.21N714.67217.7712.0147.731048.291078.56714.85814.13续表3-2863
某工程技术大学毕业设计1.35SGk+SQk1.2SGk+1.4SQkMmaxNNminMNmaxM190.13185.43190.1389.64190.13312.24305.94312.24200.90312.24-114.58-112.55-114.58-56.11-114.58356.35345.14356.35232.27356.35111.08107.25111.0820.71111.08697.62675.79697.62444.89697.62-112.37-109.20-112.37-39.41-112.37741.73714.99741.73476.26741.73112.37109.20112.3710.28112.371084.051047.091084.05683.491084.05-112.37-109.20-112.37-22.18-112.371128.151086.291128.15714.851128.15续表3-28层次截面内力SGkSQkSwkSEk→←→←7柱顶M69.7418.2228.3075.8170.98142.30-3.15154.54N927.93217.7722.6577.701359.371416.45914.531076.15柱底M-69.7418.2223.1562.03-77.48-135.81-11.18-140.21N960.60217.7722.6577.701398.571455.65945.901107.516柱顶M69.7418.2233.3881.9864.59148.70-9.56160.95N1173.86272.1935.73111.171706.571796.611141.941373.17柱底M-69.74-18.2230.8175.67-67.82-145.473.00-154.39N1206.53272.1935.73111.171745.781835.821173.301404.545柱顶M69.7418.2237.8786.9458.93154.36-14.72166.11N1419.79326.6153.43148.802047.952182.601365.021674.52柱底M-69.74-18.2237.8786.94-58.93-154.3614.72-166.11N1452.46326.6153.43148.802087.162221.801396.381705.89层次截面内力SGkSQkSwkSEk→←→←4柱顶M69.7418.2242.9593.0152.53160.76-21.04172.42N1665.72381.0375.08191.562384.362573.561582.761981.21柱底M-72.34-18.9142.9593.01-56.52-164.7518.21-175.25N1698.39381.0175.08191.562423.572612.771614.132012.573柱顶M65.1817.0142.7187.0445.83153.46-19.78161.26N1911.63435.4597.99234.332719.162965.461800.482287.88柱底M-77.38-19.9852.20106.38-52.26-183.8026.76-194.51N1944.30435.4597.99234.332758.363005.291831.842319.252柱顶M60.5616.3238.3386.8246.00146.32-23.56159.63N2045.35450.23100.89273.562876.353056.231989.262456.35柱底M-29.25-7.5462.55161.2434.21-123.41135.99-199.39N2145.69465.23100.45256.343141.073443.152085.042665.0163
某工程技术大学毕业设计1柱顶M58.5015.0833.9986.8246.76131.64-26.89153.69N2164.36489.89119.87278.833063.463365.532022.952602.92柱底M-29.25-7.5462.55161.2434.21-123.41135.99-199.39N2229.04489.89119.87278.833141.073443.152085.042665.01续表3-281.35SGk+SQk1.2SGk+1.4SQkMmaxNNminMNmaxM112.37109.20112.37-3.15112.371470.481418.391470.48914.531470.48-112.37-109.20-112.37-11.18-112.371514.581457.601514.58945.901514.58112.37109.20112.37-9.56112.371856.901789.701856.901141.941856.90-112.37-109.20-112.373.00-112.371901.011828.901901.011173.301901.01112.37109.20112.37-14.72112.372243.332161.002243.331365.022243.33-112.37-109.20-112.3714.72-112.372287.432200.212287.431396.382287.431.35SGk+SQk1.2SGk+1.4SQkMmaxNNminMNmaxM112.37109.20112.37-21.04112.372629.752532.312629.751582.762629.75-116.57-113.28-116.5718.21-116.572673.862571.512673.861614.132673.86105.00102.03105.00-19.78105.003016.152903.593016.151800.483016.15-124.44-120.83-124.4426.76-124.443060.262942.793060.261831.843060.2699.4695.4699.46-23.5699.463123.233012.033123.231989.263123.23-47.03-45.66-47.03135.99-47.033499.093360.693499.092085.043499.0994.0691.3194.06-26.8994.063411.783283.083411.782022.953411.78-47.03-45.66-47.03135.99-47.033499.093360.693499.092085.043499.09注:表中M以左侧受拉为正,单位为kN.m,N以受压为正,单位为kN。表3-29横向框架B柱柱端组合弯矩设计值的调整Thetable3-29horizontalframeBpillarpillarscarrythecurvedjuneofcombinationtodesigntheadjustmentofthevalue63
某工程技术大学毕业设计层次1098截面柱顶柱底柱顶柱底柱顶柱底--------130.97143.11--------782.77814.13层次543截面柱顶柱底柱顶柱底柱顶柱底146.37169.79149.97182.65153.20191.651734.091773.301674.521705.891981.212012.57续表3-2976柱顶柱底柱顶柱底143.44155.29148.78169.621076.151107.511373.171404.5421柱顶柱底柱顶柱底143.01202.42131.98249.242287.882319.252602.922665.01注:表中弯矩为相应于本层柱净高上、下两端的弯矩设计值。表3-30横向框架B柱剪力组合(KN)Thetable3-30horizontalframeBpillarsshearthedintcombination(KN)层次SGkSQkSwkSEk1.2SGk+1.26(SQk+Swk)γRE[1.2(SGk+0.5SQk)+1.3SEk]→←→←1056.4816.08±2.43±17.0984.9891.1046.9384.69942.2711.04±11.50±34.6520.98108.2910.4687.03842.4310.57±7.11±26.4355.1673.0719.3677.77742.2711.04±11.50±34.6520.98108.2910.4687.03642.2711.25±15.59±41.7412.65117.492.7394.98542.2711.25±19.45±47.774.71125.09-3.93101.64442.2711.25±22.95±52.69-1.49131.29-9.37107.08343.0511.25±26.03±56.37-5.19136.86-12.64111.94243.2011.21±28.76±58.61-7.88139.81-14.98114.54118.284.71±2916±51.68-37.2592.99-36.0678.15续表3-301.35SGk+SQk1.2SGk+1.4SQkγRE[ηνc(Mcb+Mcl)/Hn92.3390.29120.3968.1065.52104.4467.7265.5995.8468.1065.52104.4468.3166.47113.8868.3166.47121.8368.3166.47128.3669.3767.41134.3363
某工程技术大学毕业设计69.5367.53137.4529.3967.5393.79注:表中V以绕柱端顺时针为正。为相应于本层柱上、下两端的剪力设计值。3.6截面设计3.6.1框架梁1)梁的正截面受弯承载力计算从表20中分别选出AB跨跨间截面及支座截面的最不利内力,并将支座中心处的弯矩换算为支座边缘控制截面的弯矩[6]进行配筋。计算顺序和方法:先按单筋T形截面[7]求梁跨中的纵向钢筋,将其全部伸入支座并按受拉锚固要求伸入支座,则该钢筋又可成为支座处的受拉钢筋As’,并可抵抗边支座A右处的正弯距[10],再按双筋矩形截面求支座出处的负弯距钢筋。翼缘计算宽度按跨度考虑[11]梁内纵向钢筋HRB400级钢下部跨间截面按单筋T形截面计算[12]属第一类T型截面(3-40)(3-41)跨中(3-41)且要满足63
某工程技术大学毕业设计支座处(3-42)且要满足2)梁斜截面受承载力计算本框架主要承受集中荷载(次梁产生),按新规范规定的条件,应按考虑剪跨比的公式计算(3-43)(3-44)有(3-45)且满足采用HPB235级箍筋(fyv=210N/mm2)集中荷载下要求剪跨范围内箍筋均匀布置,并要求满足梁端箍筋加密区的构造要求,故本设计采用全长加密方式布置。表3-31框架梁纵向钢筋计算表Thetable3-31framebeamsarelengthwaysthereinforcingbarcalculation层次截面M,KN·mζ实配钢筋As,mm2ρ%顶层支座A-186.181018976418(1018)1.000.60Bl-189.031018990418(1018)1.000.60AB跨间177.290.017916418(1018)0.60支座Br-34.76509293418(1018)0.500.93BC跨间28.190.006209218(509)0.46支座A-260.5412561366618(1527)0.820.7763
某工程技术大学毕业设计中间层Bl-235.9712561236618(1527)0.820.77AB跨间216.010.0201077420(1256)0.74支座Br-85.75763722618(1527)0.501.39BC跨间73.170.016556318(763)0.69首层支座A-274.170.01312561437520(1570)0.800.79Bl-243.7012561277520(1570)0.800.79AB跨间215.370.0171069420(1256)0.63支座Br-100.31763844520(1570)0.491.23BC跨间87.540.016650318(763)0.59表3-32框架梁箍筋数量计算表Thetable3-32framebeamhoopquantitycalculationtable层次截面实配钢筋顶层A、Bl158.27484.770.69双肢Ø8@100(1.01)0.34>0.16Br26.75313.77-0.06<0双肢Ø8@100(1.01)0.34>0.16中间层A、Bl178.72484.770.83双肢Ø8@100(1.01)0.34>0.16Br87.94313.770.54双肢Ø8@100(1.01)0.34>0.16首层A、Bl184.61660.480.80双肢Ø10@100(1.57)0.52>0.16Br102.50397.460.69双肢Ø10@100(1.57)0.52>0.16注:表中V为换算至支座边缘处的梁端剪力。3.6.2.框架柱1)剪跨比和轴压比验算表29计算出了框架柱各层剪跨比和轴压比计算结果,其中剪跨比λ也可取,表中的,和都不应考虑承载力抗震调整系数。由表可知,各柱的剪跨比和轴压比均满足规范要求。表3-33柱的剪跨比和轴压比验算Thetable3-33pillarssheartoacrosstheratioandstalktopresstheratiotochecktocalculate63
某工程技术大学毕业设计柱号层次A柱1060056014.3221.55103.32334.893.83>20.065<0.8460056014.3153.58107.362124.222.55>20.424<0.8170066016.7260.9683.973207.123.68>20.392<0.8B柱1060056014.3190.1399.63367.343.41>20.071<0.8460056014.3195.42119.582639.212.92>20.513<0.8170066016.7265.8591.944013.864.38>20.491<0.82)柱正截面承载力计算以第二层B轴柱为例,根据B柱内力组合表,选出最不利内力,进行配筋计算。B节点左、右梁端弯矩B节点上、下柱端弯矩在节点处将其按弹性弯矩分配给上下柱端,即取20mm和偏心方向截面尺寸的1/30两者中的较大值,即600/30=20mm。故取柱的计算长度按公式,确定其中,63
某工程技术大学毕业设计因为故应考虑偏心距增大系数。取取对称配筋为大偏心情况=-29.72<0再按及相应的M一组计算N=3060.26KN节点上、下柱端弯矩26.76KN·m和26.89KN·m此组内力是非地震组合情况,且无水平荷载效应,故不必进行调整,且取因为故应考虑偏心距增大系数。63
某工程技术大学毕业设计取=1.06×28.74=30.46㎜<0.3h0=0.3×560=168㎜故为小偏心受压按上式计算时,应满足N>及Ne>0.43fcbh02.因为N=3060.26KN>=0.518×14.3×600×560=2488.89KN但Ne=3060.26×103×290.46=888.88KN·m<0.43fcbh02=0.43×14.3×600×5602=1156.99KN·m故按构造配筋,且应满足ρmin=0.8%,单侧配筋率ρsmin≥0.2%,故As=As’=bhρsmin=0.2%×600×600=720㎜2选420(As=As1=1256㎜2)总配筋率为3)斜截面受剪承载力计算。以第一层柱为例进行计算。由前可知,上柱柱端弯矩设计值Mct=252.24KN·M对二级抗震等级,柱底弯矩设计值Mcb=1.25×249.24=311.55KN·M则框架柱的剪力设计值:0.2(满足要求)63
某工程技术大学毕业设计其中Mc取较大的柱下端值,而且Mc、Vc不应考虑γRE故Mc为将表查得的值除以0.8,Vc为将表查得的值除以0.85与Vc相对应的轴力。N=2085.04KN>0.3fcbh02=0.3×16.7×7002/10-3=2454.90KN取N=2085.04KN故该层柱应按构造配置钢筋。柱端加密区的箍筋选用4肢Ø10@100。由表可得一层柱底的轴压比0.491由表查得λv=0.10则最小体积配箍率取Ø10,Asv=78.5mm2,则S≤106.22mm根据构造要求,取加密区箍筋为4Ø10@100,加密区位置及长度按规范要求确定。非加密区还应满足S<10d=10×18=180mm。故箍筋取4Ø10@150,各层柱箍筋计算结果见表3-34。表3-34框架柱箍筋数量表Thetable3-34framepillarhoopquantitywatchesoftable柱号层次γREV,KN0.2fcβcbh0,KNN,KN0.3fcA,KNAsv/s,mmλvfc/fyv实配箍筋(ρv%)加密区非加密区A柱10102.26960.96>V328.761544.4<00.594Ø8@100(0.73)4Ø8@150(0.48)4116.41960.96>V1849.701544.4<00.594Ø8@100(0.73)4Ø8@150(0.48)1125.411543.08>V2813.372454.9<00.734Ø10@100(0.97)4Ø10@150(0.64)B柱1090.68960.96>V356.351544.4<00.654Ø8@100(0.73)4Ø8@150(0.48)4128.36960.96>V2287.431544.4<00.654Ø8@100(0.73)4Ø8@150(0.48)1145.051543.08>V3499.092454.9<00.844Ø10@100(0.97)4Ø10@150(0.49)63
某工程技术大学毕业设计3.7现浇混凝土板的设计3.7.1荷载板的恒荷载标准值:20mm厚水泥砂浆面层0.0220=0.4KN/m2100mm厚钢筋混凝土板0.1025=2.5KN/m220mm厚板底石灰砂浆0.0217=0.34KN/m2小计:3.24KN/m2板的活荷载标准值:2.0KN/m2恒荷载分项系数取1.2;活荷载分项系数取1.4。于是板的恒荷载设计值g=3.241.2=3.89KN/m2活荷载设计值q=2.01.4=2.8KN/m2荷载总设计值g+q=3.241.2=6.69KN/m2近似取为g+q=6.7KN/m23.7.2计算跨度图3.8楼板计算简图Figure3.8floorcomputationdiagramB1(1)跨中:[水平][竖向]弯矩2.43.5面积236(0.24%)236(0.24%)实配d8@200(251)d8@200(251)(2)四边:[上][下][左][右]弯矩-7.8-7.8-6.6-6.6面积465(0.46%)465(0.46%)392(0.39%)392(0.39%)实配d8@100(503)d8@100(503)d8@120(419)d8@120(419)63
某工程技术大学毕业设计(弯矩单位:kN.m/m,配筋面积:mm2/m,构造配筋率:0.24%)B2(1)跨中:[水平][竖向]弯矩1.62.3面积236(0.24%)236(0.24%)实配d8@200(251)d8@200(251)(2)四边:[上][下][左][右]弯矩-5.1-5.1-4.3-4.3面积297(0.30%)297(0.30%)252(0.25%)252(0.25%)实配d8@160(314)d8@160(314)d8@160(314)d8@160(314)B3(1)跨中:[水平][竖向]弯矩1.01.4面积236(0.24%)236(0.24%)实配d8@200(251)d8@200(251)(2)四边:[上][下][左][右]弯矩-3.1-3.1-2.7-2.7面积236(0.24%)236(0.24%)236(0.24%)236(0.24%)实配d8@200(251)d8@200(251)d8@200(251)d8@200(251)3.7.3正截面受弯承载力计算板厚100mm,h0=100-20=80mm。C30混凝土,,fc=14.3KN/mm2;HPB235钢筋,fy=210KN/mm2。板的配筋计算的过程列于表3-353-35板的配筋计算Thetable3-35knotholesgotogetherwiththereinforcingbarcalculation`1B2C弯矩设计值()2.8-2.81.852.1163
某工程技术大学毕业设计0.0460.0460.0300.0340.0470.0470.0300.035轴线1-210-11计算配筋,mm2171.88171.88163.43163.43实际配筋,mm2Ø8@150Ø8@150Ø6/8@150Ø6/8@150轴线2-10计算配筋,mm2171.88171.880.8163.43=130.740.8163.43=130.74实际配筋(mm2)Ø8@150Ø8@150Ø6/8@150Ø6/8@150对于轴线2-10间的板带,其跨内截面[7]和支座截面[6]的弯矩设计值可折减20%。为了方便,近似对钢筋面积折减20%。3.8楼梯设计[6][7][9][11]此住宅楼的采用现浇板式楼梯,楼梯的平面布置见图[11]。层高3.3m,楼梯梯板板厚h=100mm,踏步尺寸150mm300mm。采用C20混凝土,板采用HPB235级钢筋、梁纵筋采用HRB335级。楼梯上均布活荷载标准值。图3.9楼梯结构平面布置图Figure3.9staircasestructurefloor-plan3.8.1梯段板设计取板厚h=100mm,约为板斜长的1/30。板倾斜角tan=150/300=0.5,cos=0.894,取1m宽板带计算。1)荷载计算梯段恒荷载计算:水磨石面层(0.3+0.15)×0.65/0.3=0.98kN/m2三角形踏步0.5×0.3×0.15×25/0.3=1.88kN/m2混凝土斜板0.12×25/0.894=3.36kN/m263
某工程技术大学毕业设计板底抹灰0.02×17/0.894=0.38kN/m2合计6.6kN/m2梯段活荷载:3.5kN/m2恒载分项系数=1.2;活荷载分项系数=1.4。总荷载设计值p=1.2×6.6+1.4×3.5=12.82KN/m2)截面设计板水平计算跨度=2.4m,弯距设计值:M=1/10p=0.1×12.82×=7.38KN.M。板有效高度=120-20=100mm.,查得=0.921,选配10@110,分布筋每级踏步1根8。3.8.2平台板设计1)梯段板设计设板厚h=70mm,取1m宽板带计算。a荷载计算平台板恒荷载计算:水磨石面层0.65kN/m270mm厚混凝土板0.07×25=1.75kN/m2板底抹灰0.02×17=0.34kN/m2合计2.74kN/m2梯段活荷载:3.5kN/m2恒载分项系数=1.2;活荷载分项系数=1.4。总荷载设计值p=1.2×2.74+1.4×3.5=8.19KN/mb截面设计平台板水平计算跨度,63
某工程技术大学毕业设计弯距设计值:M=1/10p=0.1×8.19×板有效高度=70-20=50mm.,查得=0.944选配6/8@140,3.8.3平台梁设计设平台梁的尺寸为200mm350mm。1)荷载计算梁恒荷载梁自重0.2×(0.35-0.17)×25=1.4kN/m2梁侧粉刷0.02×(0.35-0.07)×2×17=0.19kN/m2楼面板传来2.74×1.8/2=2.47kN/m2梯段板传来6.6×3.3/2=10.89kN/m2合计14.95.kN/m2梁活荷载3.5×(3.3/2+1.8/2)=8.93kN/m2恒载分项系数=1.2;活荷载分项系数=1.4。总荷载设计值p=1.2×14.95+1.4×8.93=30.44KN/m2)截面设计计算跨度=1.05=1.05×2.7=2.83m弯距设计值M=1/8p=27.7KN.M剪力设计值V=1/2p=41.1KN截面按倒L形计算,梁的有效高度,查得63
某工程技术大学毕业设计,选配3Φ16,配置6@200箍筋,则斜截面受剪承载力=70796N>51100N满足要求。4.结论随着生产力的发展、特别是科学技术的发展,高层住宅建筑无论从平面设计还是建筑体形都有很大的发展,许多新型和高强建筑材料的不断出现、结构理论、计算技术以及工业化施工的进一步发展都为未来高层住宅建筑的发展提供了广阔的发展前景。通过这个完整的设计,使我们对建筑结构设计的全过程有了一个清晰的认识和整体的掌握,掌握了各设计阶段的程序和内容,锻炼了自己的动手能力。从而培养了我们分析问题和解决问题的能力,为以后的实际工作打下坚实的基础。毕业设计是我们对自己的一次全面的检验,使自己了解了自己的能力,增强了投身于建筑事业的信心和热情。同时,在设计中同学们互帮互助、团结友爱,在互相学习当中,增强了我们的团队精神,培养了我独立思考能力和协作精神。这是我在毕业设计中的最大收获。63
某工程技术大学毕业设计致谢在完成本设计过程中,我们得到了指导教师的大力帮助,在接近三个月的设计中,指导教师带领我们设计,为我们答疑解惑,可以说正是由于指导教师才能是我们及时并圆满的完成任务,在此我仅代表我个人及我组的成员向我们的指导教师及建筑工程教研室的所有老师说声谢谢了!在此,我尤其要感谢王冬梅老师,感谢她为我们所做的一切。同时也感谢院校为我们大四的毕业生提供的这次锻炼机会,我们即将完成学业,离开辽宁工程技术大学,带着四年的知识硕果投身到自己的工作岗位,大学四年美好的生活与学习将成为我们生命的重要历程。对于我们大四的每位毕业生来说,都希望“今天我以辽宁工大为骄傲,明天辽宁工大以我为自豪”。63
某工程技术大学毕业设计参考文献[1](GB50068---2001)建筑结构可靠度设计统一标准[2](GB50011-2001)建筑抗震设计规范[3](GB/T50104-2001)建筑制图标准[4](GB50045---95)高层民用建筑设计防火规范[5](GB50009-2001)建筑结构荷载规范[6](GB50010-2002)混凝土结构设计规范[7](JGJ3-2002)高层建筑混凝土结构技术规程[8]同济大学,东南大学.房屋建筑学.第三版.中国建筑工业出版社,1997[9]周果行,工民建专业毕业设计指南.第一版.中国建筑工业出版社,1999[10]包世华,方鄂华.高层建筑结构设计.第二版.北京:清华大学出版社,2001[11]赵西安,高层建筑结构实用设计方法.第三版.上海:同济大学出版社,1998[12]王铁成,混凝土基本构件设计原理.第一版.中国建材工业出版社,2002[13]ChrisHendrickson,Thebuildingshouldbelikethecomparisonofatree.From:ArchitectureEngineeringSpecialized.January200263
某工程技术大学毕业设计附录A中文译文美国室内设计装饰业随着全球经济一体化进程的加快,WTO也以势不可挡的趋势进入中国,国外装饰行业也会象其它行业一样大举抢滩中国最后一块沃土。博大而古老的中国正在不断经受着外来经济和文化的“侵略”,很多有见地的业界人士都在思考酝酿着国内装饰行业的发展和方向。应该欣慰的看到,国内装饰行业从无到有虽只有短短的十五六年的时间,但已成为支柱产业并带动一大批相关产业和人员的发展,并成为空前繁荣的市场。从业人员已经脱胎换骨,同第一批前辈有了量和质的飞跃。因为第三个梯形编队,更加年轻的世代所有并且接受好教育和知识逐渐影响,是在这个行业最新的血液。作者居住在装饰行业被开发的美国和一次工作了几年,那里有理解对装饰行业。首先一点是必须说明的,由于两国的政治体制、综合经济实力、社会背景和文化价值观念的不同,因而在装饰行业也有着与国内不同的行业规范、经营管理模式美国室内设计协会ASID(AmericanSocietyInteriorDesigners),IIDA国际室内设计协会,美国建筑师学会AIA,美国建筑透视图工作者协会ASAP,这些都是与建筑装饰相关的专业协会。同国内一样,是行业组织的专业学会,拥有自己的会刊、因特网站,负责评审鉴定设计师的资质和资格。63
某工程技术大学毕业设计一定包括年卓著的工作评估。学社会通常出版领域最新的倾向,新闻,重点题目,工作介绍,新材料,新技术促进在出版物的各种各样的问题,和提供所有成员的通信,联络方法,为了所有者和物质生产工厂相互连接、学术社会和出版物主要依赖性会员资格应得物和广告。当然,他们还会不定期地各种专业性较强的研讨会,加强行业专业的信息沟通交流,同国内所不同的是,美国的室内设计从业者是须有执业资格的(即持证上岗),不只是室内设计,甚至是布艺、园艺、陈设品、家具皆如此。当然,加入协会也是需要考核的,必须通过严格的专业考核(FIDER)。协会的工作不仅仅是加强会员间联系,更重要的是维护室内装饰从业人员的权益和利益,制定行业规范,避免不正当竞争,使业界从业人员有一个良好的机制,维护行业的良性循环。据悉,北京市也将实行室内设计师从业执照制度。装饰材料市场.美国是个高度垄断化的商业社会,建材装饰业同样也是遍布全美。大型超市的一大优势就是可以以较低的价格、最快的信息和运输渠道,较好的服务方式,满足用户。以我常去的HQ为例,巨大的超市宛如飞机制造厂,大至原木、板材、石膏板,小至各种规格螺钉、铁丝,全部都归类明确,一丝不苟条理分明的摆放着,上面极清楚的标明价格、规格、包装,同时,又有专业的售货员为你服务,绝对童叟无欺。你要的每样东西,店员会清楚的告知你价格、优惠幅度……清清楚楚的打印出购物单证、价格,并允许在规定时间内无条件退货、换货。一方面,美国人崇尚自己动手,一方面,劳动力的昂贵,使建材超市的货品大多是工业化的半成品,并配套卖很多关于如何自己动手作装饰的书和录像带,回去看看,自己动手作即可。除了上述几家大型超市外,其余就象服装样品店一样,都是各专业厂家或专营某种品牌的连锁店,如专卖灯具、家具,专卖布艺,专卖某种风格装饰品的店PielimportsPotterYbarn……高度的专业化分工,充分满足个性化的需求,无论你需要什么风格、材料,甚至某个国家、某个年代时期的装饰品、家具,都可以在这里找到和定制。巨大的装饰材料配套市场充分满足了不同风格、个性业主及设计师的需求,可以原汁原味的体现整体设计的概念。随着国内金融体制的改革,信用也逐渐走进我们的生活,记得“北京青年报”63
某工程技术大学毕业设计曾对个人信用的概念和范围作过些讨论,在此不再赘述。国家也把守信用、重合同放在衡量企业经营标准之一,希望我们的装饰材料经销、生产商多一些诚实本分的信用,维护良好的市场环境,希望我们的室内设计从业人员,及早地认识到,信用如同学历、知识一样,是你的个人价值体现。国内与国外在室内装修设计上的区别根本在于经济基础与上层建筑的不同,因而导致在价值观和审美观设计理念、设计认识上的根本区别。我以为,这是首要和必须的前提。以中美两国室内设计从根本认识上的不同可以看出,美国室内设计所崇尚的风格是个性化、自然化,对室内设计的认识是整体的,空间的,而非表面的装饰的,注重设计,而非装饰表象。我觉得这个话题太大也太专业,因为透过室内设计表面,太多地是反映出不同国家不同人的价值观、审美观,包括中国的室内教育本身,它的立足点和出发点是截然不同的。记得曾看到一些文章,质疑中国的设计教育(包括室内设计)是颇有见地的。文章认为,首先国内的室内设计教育注意表面的、装饰的,而非建筑在室内空间的延续,或曰室内建筑。建筑师和室内设计师是不沟通的,无论对建筑的外延还是内涵,对建筑整体与局部变化、主次变化、材料联系、风格统一的完整性,都是互相脱节、毫无关联的,这点从根本上就与国外有着根本的不同。首先,美国的室内设计师有着较好的从业氛围。一、有业主的完全信任委托和对设计工作的尊重,有明确清晰的投资意向与经营方案,业主只提出要求,设计师负责全面的设计与规划,包括总体创意、局部空间设计,直至陈设、用具,所提供的是一个完整的空间整体设计。而国内的设计则是顶、地、四面墙,除此之外要么不设计,要么就无能为力了。此中难言之隐,想必大家都清楚。二、经济基础和整个社会价值观、审美观的不同导致了设计风格的不同。众所周知,中国刚刚摆脱贫困,迈向小康,急于昭示自己的“实力”和“富有”,于是,无论是我们甲方还是我们自身,都习惯性的认为,凡是好的设计,必是复杂的造型和昂贵的材料,必是罗马柱和抛光花岗岩。于是,我们有了千篇一律的五星级宾馆、星级酒店、豪华餐厅、保龄球馆……我们的设计人员每天忙于画餐厅、KTV包间、桑拿……希望我们每个设计人员,在醉心于造型、线条、色彩、材料之时,多注重一些尺度,多注重一些文化内涵,多关心一些环保,多研究一些美与实用的关系。国内工程投标中效果图大战的情况就不用多说了,大家都是受益者的同时也都是受害者。据说,有些公司准备用电脑动画来投标、作方案,这股风气蔓延下去,作一个卫生间都要全方位演示,都要吃喝、桑拿加按摩,岂不可悲。希望我们从业者本身要多关注设计本身而非效果图。我想,能做到以上几点的确很难,然而,如果离开了复杂造型和豪华材料,就不会作设计则更惨。同样是室内设计,在国外,已经高度分工,有专作商业设计,也有专作宾馆、酒店,有专作信息产业高科技的,也有专作风情地方特色的……高度社会化分工要求设计人员在某一领域中更专业、更详尽。室内设计界人士应该警惕地看到,国外的设计师同样也在准备大举抢占市场。看看北京、上海的一些大型公共建筑,无一不是请的国外建筑师及室内设计师。国内的同行若再不注意提高,则岌岌可危。63
某工程技术大学毕业设计以我所在的城市,在美国也算中等规模,装饰公司、设计公司,远不及国内这样密集,设计、装饰公司能有表现的机会并不多,凡有工程项目,不容易看出装修工程与周围鲜明的反差。因为它们无论是土建工程、建材行业、陈设品行业、家具、灯具、面料这些室内装饰的因素整体设计、工艺水平都很高,配套兼容性强,所有的商品直接买来摆放就已效果不错,如无特殊要求,根本不需装修公司。由于文化背景不同,东西方在审美上的追求也是截然不同的,体现在室内装修设计和用材上。欧美崇尚自然,尽可能地从地理、心理和感觉上靠近自然,喜欢天然材质如木材、石材,欣赏植物的自然形态,家具的天然质感,尊重手工艺品。其实,这都是在高度发达的物质基础上,人对自然美的渴望和回归。强调个性的追求,使美国的设计艺术呈现出丰富多样,各种风格、流派都可得到发展,并拥有各自不同的消费阶层。同美国的教育一样,设计师在做学生,甚至在中小学、幼儿园时,所注重的不是考试成绩,学习的目地也不是为了高考升学,他们很注重动手能力和创造性思维方法的培养、鼓励个性,倡导思考,为日后工作的创造性,提供了一个良好的思维方式基础,学生毕业时须通过专业资格考试即FIDER,FIDER的基本出发点是一套完整的室内设计专业教育,应该是一个平衡的系统,既提供知识面宽广的文化教育,又传授专业实践所必须掌握的专业技能,FIDER标准在专业学习方面有八类内容:1、艺术基础与创造力培养2、理论基础3、室内设计4、技术知识5、设计表现技能6、职业实践知识7、艺术与设计8、研究能力其中每一类又可细分为很多分支类别,如室内设计,包括居家环境和非居家环境,非居家环境设计又被分为商业环境、办公环境、零售、展览、饭店、酒店及文教卫生等,每一个方面又都包括人体工程学、特殊环境设计、设计处理过程(设计任务策划、设计构思、设计评估、空间组织、家具布置及选择、特殊用途设计、细节设计(色彩、材料、灯光、家具设备及纺织品……))学生应该掌握这类专业知识,并能运用到具体设计中。他们特别强调学生的独立思考、独创性和解决问题的能力,强调广泛的知识面,重视创造性思维的培养。尤其是职业实践知识,要求学生到施工现场或公司里实习,以缩短从学校到社会的距离,国内事实也如此,在学生毕业招聘中,社会或公司往往需要的是有实践经验工作两年左右的学生,他们具有新的思想和一定的专业技能,直接可以进行到最佳的工作状态。强调对学生学习研究能力的培养,即设计策划和过程处理,由美国室内教育内容及考核标准FIDER可以看出,这是一个合格设计师应该接受的教育模式和内容。21世纪是信息化的社会,商业信息、设计信息……63
某工程技术大学毕业设计处在这个大环境下的设计师,更应该时时提高自己对信息的重视程度,接受最新的设计理论和行业动态,及时的调整自己,最快的知道新材料、新技术、新思想,及时地与同行沟通及商务交往。国外的设计公司、设计学院,甚至很多设计师自己,都拥有自己的电子信箱和因特网站,用来对外交流、展示和商业活动,设计师通过信息高速公路,加快了互相之间的沟通,缩短了时空,在这一点上,国内的装饰行业或院校都作得很不够,绝大多数还在传统经营模式中徘徊。记得曾看过美国的一个设计院校学生的网上讨论及作品发表,从设计开始直至结束,每一过程均上网。同样,作为在写字楼和设计公司中工作的设计师,也可以完全通过另一种方式选择材料、样板,通过上网,通过装饰材料商业网站,直接和生产企业联系,取得最新资料。装饰材料生产企业的商品目录、价格也通过网络、光碟等新的载体,向外发布。所以室内设计,装饰行业也像其它所有行业一样,同样经历着一场“技术革命”。可喜的是,国内装饰行业已逐渐认识到与世界的距离,首先在观念、思想上争取和国际接轨,在行业管理及相关的法律法规上逐步完善和健全。令我感受最深的是,美国人崇尚自然,尊敬大自然,他们对建筑、对室内设计的追求也同样基于这点。美国的民居,甚至办公楼都是用木或石、钢结构,室内只是最简单的乳胶漆或化纤地毯,极少有国内昂贵的木夹板、木材、纯木地板、名贵石材或金属。因为他们有严格的环保法律规定,所用的建材尽可能地可以回收二次利用。当然,他们并非用不起或没有,大量豪华写字楼中同样用着最贵重的石材和金属,讲究的线条及灯饰,名贵木材家具。占全球人口很少的美国人却消耗着全球80%的能源。然而,他们宁肯花钱从国外进口木材、石材、建材,也绝少动用自己的青山绿水,宁愿花钱仿制各种仿真、仿自然的复合装饰材料,也不向大自然索取。克林顿访问中国时,在参观一户人家的新居时,看到了满屋铺的纯木地板,不由叹道,他家都铺不起这样名贵的地板。他没有钱吗?最近看报,克林顿一家在纽约的新寓所就值4800万美元,问题很简单,两国在对待环保认识上是不同的,至少是在实施中是不同的。举个典型的例子,国内从省到市到地、县大兴土木建的文化广场,其模式就是大型音乐电脑灯光喷泉,主题雕塑,满地抛光大理石、玻璃钢花盆。宾馆大堂,无一例外地铺着抛光的名贵石材,极少有人关注,它对人行走的不便与难清洁,就包括我们的家装,也是千篇一律的模式,均是以豪华作为室内设计施工好与坏标准。所有这些现象虽然从专业角度来看不尽人意,但毕竟相比装修业初期,已经大大的进步发展了。在满足我们富有的感觉之后,我们是否应该追求些内在的东西?63
某工程技术大学毕业设计附录B外文译文AmericanInteriorDecorationDesignIndustryAlongwithwholeworldeconomicintegrationadvancementspeedingup,WTOalsoentersChinabytheirresistibletendency,theoverseasdecorationprofessionalsocanlooklikeotherprofessionsequallyonalargescaletohastentogroundtheChinesefinallytogetherfertilesoil.GreatandancientChinaunceasinglyisundergoingtheexternaleconomyandtheculture"theaggression",theverymanyhaveaheadonshoulderfieldspublicfiguresallponderisfermentingthedomesticdecorationprofessiondevelopmentandthedirection.Shouldgratifiedsee,thedomesticdecorationprofessiongrowsoutofnothingalthoughonlyhastheshort15yearsthetime,buthasbecomethepillarindustryandleadslargequantitiesofcorrelationsindustriesandpersonnel"sdevelopment,andbecomestheunprecedentedprosperitythemarket.Thejobholdersalreadywasreborn,hadthequantityandthequantitiveleapwiththefirstgroupofseniors.Asthethirdechelon,theyoungergenerationalsoallinisacceptingthegoodeducationandknowledgegraduallyinfluencing,isinthisprofessionthefreshestblood.TheauthoroncelivedindecorationprofessiondevelopedUSandhasworkedforseveralyears,alsohadtheunderstandingtotheredecorationprofession.Here,constructsthedecorationmagazinewiththeaidofHebeitointroducegiveseverybody,suppliesthereference.Firstismustexplain,asaresultofbothcountriespoliticalsystem,synthesiseconomicpotentiality,socialbackgroundandculturalvalueideadifference,thusalsohasinthedecorationprofessionwiththedomesticdifferentprofessionstandard,themanagementpattern.63
某工程技术大学毕业设计TheprofessionmanagesintheAmericanroomtodesignassociationASID(AmericanSocietyInteriorDesigners),intheIIDAOfficeofForeignRelationsdesignstheassociation,theAmericanarchitectlearnsAIA,USarchitecturalperspectiveworkerassociationASAP,theseallaretheconstructiondecorationrelatedprofessionalassociation.Withdomesticissame,istheprofessionorganization"sspecializedacademicsociety,hasownpublishedconferenceproceeding,theInternetstation,isresponsibletoappraiseappraisesdesigner"sintelligenceandthequalifications.Certainlyincludestheyearoutstandingworkstheevaluation.Theacademicsocietyregularlypublishesthefieldnewesttendency,thenews,thefocalpointtopic,theworkintroduction,thenewmaterial,thenewtechnicalpromotioninvariousissueofpublication,andprovidesallmembers"communication,thecontactmethod,inordertoownerandmaterialproductionfactorymutualconnection,academicsocietyandpublicationmaindependencemembershipduesandadvertisement.Certainly,theyalsocannon-periodicallyeachspecializedstrongerseminar,strengthentheprofessionspecializedinformationcommunicationexchange,with,inUS"Sroomwhichdomesticisdifferentdesignsbeingemployedismusthavethediscipleofamasterqualifications(namelytoholdcardtopost),notonlyintheroomdesigns,evenistheclothskill,thegardening,thearrangement,thefurnitureallso.Certainly,joinstheassociationalsoisneedstoinspect,mustthroughthestrictspecializedinspection(FIDER).Association"sworknotmerelyisstrengthensbetweenthemembertorelate,moreimportantlymaintainstheinteriordecorationrightsandinterestsandthebenefit,theformulationprofessionstandard,avoidsnotrightcompeting,enablethefieldjobholderstohaveagoodmechanism,defendstheprofessionthepositivecycle.Itisreported,Beijingalsowillimplementintheroomthedesignertobeemployedthelicensesystem.DecorationmaterialmarketUSishighlymonopolizesthecommercialsociety,thebuildingmaterialsdecorationindustrysimilarlyalsoproliferatestheentireAmerica.Alarge-scalesupermarketbigsuperiorityisbyalowerprice,thequickestinformationandthetransportationchannel,thebetterserviceway,satisfiestheuser.HQoftengoeswhichbymeisanexample,thegiantsupermarketjustliketheaircraftfactory,greatlytothelog,theplate,theplastertablet,slightlytoeachkindofspecificationbolt,theironwire,completelyallclassifiesisclearabout,isdistinctlyscrupulousabouteverydetailorderlinessdistinctlytoplace,onthepoleofthefaceclearmarksthepriceclearly,thespecification,thepacking,simultaneously,alsohasthespecialtythesalesclerkservesforyou,absolutelytreatsboththeyoungandtheoldhonestly.Youwanteachtypethings,thesalesclerkcanclearinformyourprice,themarginofpreference.theprice,andthepermissionunconditionallyreturngoodsinthescheduledtime,exchangesgoods.Ononehand,theAmericanadvocatesoneselfbegins,ontheotherhand,laborforce63
某工程技术大学毕业设计expensive,causesthebuildingmaterialssupermarketthegoodsmostlyistheindustrializationhalf-finishedproduct,andhowmatchesareverymanyaboutownbeginstomakethedecorationthebookandthevideotape,goesbackhasalook,ownbegintodothen.Besidestheaboveseverallarge-scalesupermarkets,otherlikelyclothingsampleshopissame,alliseachspecializedfactoryormonopolizessomekindofbrandthechainstore,likespecializesinsellingthelampsandlanterns,thefurniture,specializesinsellingtheclothskill,specializesinsellingsomekindofstyleornamentshopPielimportsPotterYbarn.Altitudespecializeddivisionoflabor,fullsatisfiedindividualitydemand,regardlessofyouneedanystyle,thematerial,evensomenational,someagetimeornament,thefurniture,allmayfindinhereandhavecustom-made.Thehugedecorationmaterialnecessarymarkethasfullysatisfiedthedifferentstyle,theindividualityowneranddesigner"sdemand,maymanifesttheoveralldesigntheconcept.Alongwiththedomesticmonetarysystemreform,thecreditalsograduallyentersourlife,remembered"theBeijingyouthreported"oncehasmadeadiscussiontoindividualcreditconceptandthescope,nolongergaveunnecessarydetailinthis.Thecountryalsoguardsthecredit,thesuperpositionwithputsmanagesoneofstandardsintheweightenterprise,hopedourdecorationmaterialsaleoncommission,theproducermanysomehonestdutiescredit,maintainsthegoodmarketenvironment,hopedinourroomdesignsthejobholders,earlyrealized,thecreditissimilartotheschoolrecord,theknowledgeissame,isyourindividualvaluemanifests.Domesticandoverseasbasicliesintheeconomicbasisandtheovertopstructuredifferenceinthehousedecorationdesigndifference,thuscausesinthevaluesandintheaestheticstandarddesignidea,thedesignunderstandingbasicdifference.Ithought,thisismostimportantandmustpremise.DesignsbytheChinaandAmericaroominfromthebasicunderstandingisdifferentmaysee,intheAmericanroomdesignsthestylewhichadvocatesistheindividuality,thenature,designstheunderstandingtotheroominisoverall,space,butnon-superficialdecoration,atteniondesign,butnon-decorationrepresentation.Ithinkthistopictoogreatlyalsotoospecialized,becauseinthepenetrationroomdesignsthesurface,toomanyarereflectedthedifferentnationaldifferentperson"svalues,theaestheticstandard,educateincludinginChina"sroomitself,itsstandpointandthestartingpointareentirelydifferent.Rememberedoncesawsomearticles,questionedChinesethedesigneducation(designsincludingroomin)wasquitehaveaheadonshoulder.Thearticlebelievedthat,firstinthedomesticroomdesignstheeducationattentionsurface,thedecoration,butthenon-constructionintheroomspatialcontinuing,orsaidintheroomconstructs.Inthearchitectandtheroomthedesignerdoesnotlinkup,regardlessoftotheconstructionextensionortheconnotation,totheconstructionwhole63
某工程技术大学毕业设计andthepartialvariation,theprimaryandsecondarychange,thematerialrelation,thestyleunificationintegrity,allmutuallycomesapart,isnotconnected,thisfundamentallywithoverseashasthebasicdifference.First,inUS"Sroomthedesignerhaswellemployedtheatmosphere.First,hasowner"scompletetrustrequestandtodesignstheworktherespect,hasclearabouttheclearinvestmentintentionandthemanagementplan,theowneronlysetstherequest,thedesignerisresponsibleforthecomprehensivedesignandtheplan,includingoverallcreativity,partialspatialdesign,untilarranges,theapparatus,whatprovidesisacompletespaceoveralldesign.Butthedomesticdesigngoesagainst,foursidesthewall,inadditioneitherdoesnotdesign,eitherwashelpless.Inthisthehardthingtobringup,thoughteverybodyisclear.Second,theeconomicbasisandtheentiresocialvalues,theaestheticstandardhavedifferentlycausedthedesignstyledifference.Itiswellknown,Chinajustgotridimpoverished,steppedtowell-off,eagerlytoedmakeclearown"thestrength"and"rich",thereupon,regardlessofwereourthepartyofthefirstpartorouroneself,allbelieving,everywasthegooddesign,hadtobethecomplexmodellingandtheexpensivematerial,hadtobetheRomancolumnandpolishesthegranite.Thereupon,wehadthestereotypedfivestarclassesguesthouse,thestarclasshotel,theluxuriousdiningroom,thebowlinghallOurdesignpersonnelaremoreandmorebusyatthepicturediningroom,theKTVpackage,thesaunaHopedoureachdesignpersonnel,itinfatuatedwithwhenthemodelling,theline,thecolor,thematerial,paysgreatattentiontosomecriteria,paysgreatattentiontosomeculturalconnotations,caredaboutsomeenvironmentalprotections,studysomeAmericaandthepracticalrelationsmuch.Thedomesticprojectbidtheeffectchartwarsituationnottoneedtosaymuch,everybodywasatthesametimealsoisavictim.Itwassaid,somecompaniespreparewiththecomputeranimationtobid,tomaketheplan,thisatmospherespreadgetsdown,tomakeabathroomalltowanttheomni-directionaldemonstration,allmusteatanddrink,thesaunaaddsthemassage,isn"thowcanitbethatpitiful.Hopedourbeingemployeditselfmustpayattentiondesignsitselfbutthenon-effectchart.Ithoughtthat,canachieveaboveseveraltobeindeedverydifficult,however,ifleftthecomplexmodellingandtheluxuriousmaterial,cannotmakethedesignthenismoremiserable.Similarlyisintheroomdesigns,inoverseas,alreadyhighlydividedthework,hasthecommercialdesign,alsohadtheguesthouse,thehotel,hadinformationindustrieshightech,alsohadthecharacterandstyleplacecharacteristicThehighsocializeddivisionoflaborrequestdesignsthepersonnelinsomedomainmorespecialized,ismoreexhaustive.Intheroomthedesignpublicfigureshouldvigilantlysee,theoverseasdesignersimilarlyalsoonalargescaleseizesthemarketinthepreparation.Hasalook63
某工程技术大学毕业设计Beijing,Shanghai"ssomelarge-scalepublicbuildings,doesnothaveinoverseasarchitectandroomwhichoneisnotinvitesdesigner.Thedomesticcolleagueifdoesnotpayattentionagainenhances,thengreatdanger.Cityisatwhichbyme,inUSalsocalculatedmediumscale,decorationcompany,designcompany,farinferiordomesticsuchcrowded,thedesign,thedecorationcompanycanhavetheperformancetheopportunitynottobecertainlymany,everyhastheengineeringproject,isnoteasytoseetherepairprojectandperipherythebrightcontrast.Becausetheyregardlessofarethecivilengineering,thebuildingmaterialsprofession,thearrangementconductindustry,thefurniture,thelampsandlanterns,theliningtheseinteriordecorationfactoroveralldesigns,thetechnologicallevelallveryhigh,thenecessarycompatibilitystrong,allcommoditiesdirectlybuyplacehavebeengoodontheeffect,ifnotspeciallyrequests,simplydoesnothavetorepairthecompany.Becausetheculturalcontextisdifferent,EastandWestintheestheticonpursuealsoisentirelydifferent,manifestsonthehousedecorationdesignandthetimberwood.TheEuropeanandAmericanadvocationnature,asfaraspossiblefromthegeography,thepsychologyandthefeelingapproachesthenature,likesthenaturalmaterialqualitylikelumber,thestonematerial,appreciatestheplantthenaturalform,thefurniturenaturalsenseofreality,therespecthandicrafts.Actually,thisallisinthehighlydevelopedmaterialbase,persontonaturalbeautyhopeandreturn.Emphasizedtheindividualitypursue,causesAmericanthedesignartpresentsbountifully,"allflowersbloomstogether"theaspect,eachkindofstyle,theschoolallmayobtainthedevelopment,andhaseachonedifferentexpensesocialstratum.ThesamewithUS"Seducation,designeristhestudent,evenwhenelementaryandmiddleschools,kindergarten,paysgreatattentiontowillnotbetakesatesttheresult,astudyitemplaceisnotentersahigherschoolforthecollegeentranceexamination,theypaygreatattentiontoverymuchbegintheabilityandthecreativethoughtmethodraise,theencouragementindividuality,theinitiativepondered,forcreativitywhichwillworkinthefuture,hasprovidedagoodthinkingmodefoundation,whenthestudentgraduationwillhavethroughtheprofessionalqualificationtesttobeFIDER,theFIDERbasicstartingpointisinsetofcompleteroomsdesignstheprofessionaleducation,shouldbeabalancedsystem,alsowillprovidetheaspectofknowledgebroadcultureandeducation,Alsoteachesthespecializedskillwhichthespecializedpracticemustgrasp,theFIDERstandardinthespecializedstudyaspecthaseightkindofcontents:1st,theartisticfoundationandthecreativityraise2,therationale3,intheroomdesigns4,thetechnicalknowledge5,thedesignperformanceskill6,theoccupationpracticeknowledge7,artanddesigns8,theresearchability63
某工程技术大学毕业设计Eachkindmaysubdividefortheverymanybranchescategory,likeintheroomdesigns,includingthehomeenvironmentandthenon-homeenvironment,thenon-homeenvironmentdesignwasdividedintothebusinessenvironment,theworkenvironment,theretailsales,thedisplay,thehotel,thehotelandthehygieneeducationandsoon,Eachaspectallincludesthehumanbodyengineering,thespecialenvironmentdesign,thedesigntreatingprocesses(thedesigndutyplans,thedesignidea,thedesignappraisal,thespatialorganization,thefurniturearrangementandthechoice,thespecialusedesign,thedetailing(thecolor,thematerial,thelight,thefurnitureequipmentandthetextile......))Thestudentshouldgraspthiskindofspecializedknowledge,andcanutilizeintheconcretedesign.Theyspeciallyemphasizedstudent"sindependentthinking,theoriginalityandsolvethequestionability,emphasizedthewidespreadaspectofknowledge,takesthecreativethoughttheraise.Theoccupationpracticeknowledge,requeststhestudentinparticularpractisestointhejoblocationorthecompany,reducesfromtheschooltosociety"sdistance,thedomesticfactalsoso,graduatesinthestudentintheemploymentadvertise,thesocietyorthecompanyoftenneedishastheexperiencetoworktwoyearaboutstudent,theyhavethenewthoughtandthecertainspecializedskill,directlymaycarryonthebestactivestatus.Theemphasisstudiestheresearchabilitytothestudenttheraise,namelythedesignplanswithprocessprocessing,educatesthecontentandinspectionstandardFIDERbytheAmericanroominmaysee,thisistheeducationpatternandthecontentwhichaqualifieddesignershouldaccept.The21stcenturyaretheinformationsociety,thecommercialinformation,thedesigninformation......Occupiesunderthisbigenvironmentdesigner,shouldenhanceattimesoneselftotheinformationthevaluedegree,acceptsthenewestdesigntheoryandtheprofessiontendency,promptadjustsoneself,quickestknowsthenewmaterial,thenewtechnology,thenewthought,promptlyandcolleaguecommunicationandcommercialcontact.Overseasdesigncompany,designinstitute,evenverymanydesigners,allhaveownemailandtheInternetstation,usesfortheforeignexchange,thedemonstrationandthecommercialactivity,thedesignerthroughtheinformationsuperhighwayinformationsuperhighway,spedupmutuallythebetweencommunication,reducedthespaceandtime,inthispoint,thedomesticdecorationprofessionorthecollegesanduniversitiesalldoesverymuchinsufficiently,theoverwhelmingmajorityalsopacesbackandforthinthetraditionalmanagementpattern.RememberedoncelookedatUS"Stodesignthecollegesanduniversitiesstudent"son-linediscussionandtheworkpublication,startsfromthedesignuntiltofinish,eachprocessaccessesthenet.Similarly,tookworksthedesignerintheofficeandthedesigncompany,alsomaycompletelythroughanotherwaychoicematerial,themodel,throughaccessthenet,throughthedecorationmaterialcommercialwebsite,isdirect63
某工程技术大学毕业设计andtheproductionenterpriserelation,obtainsthenewestmaterial.Thedecorationmaterialproductionenterprise"sinventory,thepricealsothroughthenetwork,thediscandsoonthenewcarrier,issuedtooutside.Thereforeintheroomdesigns,thedecorationprofessionalsolikesotherallprofessionstobesame,similarlyisexperiencing"thetechnologicalrevolution".Encouragingthedomesticdecorationprofessionhadgraduallyrealizedtowiththeworlddistance,firstintheidea,thethoughtstrivesforwithinternationallyconnectsrails,graduallyperfectandperfectintheprofessionmanagementandinthecorrelationlegallawsandregulations.Makesmefeeldeeply,theAmericanadvocatesthenature,respectsthenature,theytotheconstruction,thepursuewhichdesignstotheroominalsosimilarlybasedonthisspot.US"Scommonpeopleresidence,eventheofficebuildingalliswiththewoodorthestone,thesteelstructure,intheroomonlyisthesimplestlatexpaintorthechemicalfiberrug,extremelyunusualdomesticexpensivepliedwood,lumber,purewoodfloor,preciousstonemetal.Becausetheyhavethestrictenvironmentalprotectionlegalrule,usesthebuildingmaterialsmayrecycletwotimesofusesasfaraspossible.Certainly,theycannotusebynomeansordonothave,inthemassiveluxuriousofficessimilarlyisusingmostpreciousstoneandthemetal,isfastidiouslineanddecorativelighting,preciouslumberfurniture.OccupiestheglobalpopulationveryfewAmericansactuallytoconsumetheglobal80%energy.However,theyratherspendfromtheoverseasimportlumber,stone,thebuildingmaterials,alsocertainlylittleusesownbeautifulscenery,ratherspendsimitateseachkindofsimulation,imitatesthenaturalcompounddecorationmaterial,alsodoesnotdemandtothenature.WhenClintonvisitsChina,whenvisitshouseholdothersthenewhomes,sawthepurewoodfloor,bydidnotsigh,hisfamiliesallcannotspreadthesuchpreciousfloor.Hedoesnothavethemoney?Recentlyreadthenewspaper,ClintoninNewYork"snewresidenceonvalue48millionUSdollars,thequestionwasverysimple,bothcountriesinthetreatmentenvironmentalprotectionunderstandingweredifferent,atleastintheimplementationisdifferent.Citesatypicalexample,domesticfromtheprovincetothecitytotheplace,thecountybuildsonalargescaletheculturalsquarewhichconstructs,itspatternisthelarge-scalemusiccomputerlighteruptivefountain,thesubjectsculpture,everywherepolishesthemarble,theglassfiberreinforcedplasticpot.Theguesthousegreathall,isnotoneexceptionthemakeshiftbedonthegroundthepreciousstonematerialwhichpolishes,theextremelyunusualpersonpaysattention,itwalkstothepersoninconvenientanddifficulttobeclean,includesusthefamilytoinstall,alsothestereotypedpattern,designsbytheluxuriousachievementroominconstructsgoodandthebadstandard.Allthesephenomenaalthoughlookfromthespecializedanglebutcomparestherepairindustryinitialperiodafterall,63
某工程技术大学毕业设计alreadythebigprogressdeveloped.Aftersatisfiesourrichfeeling,whetherweshouldpursueanintrinsicthing?63'
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