• 1.69 MB
  • 66页

上海市某区商业批发楼建筑毕业设计

  • 66页
  • 当前文档由用户上传发布,收益归属用户
  1. 1、本文档共5页,可阅读全部内容。
  2. 2、本文档内容版权归属内容提供方,所产生的收益全部归内容提供方所有。如果您对本文有版权争议,可选择认领,认领后既往收益都归您。
  3. 3、本文档由用户上传,本站不保证质量和数量令人满意,可能有诸多瑕疵,付费之前,请仔细先通过免费阅读内容等途径辨别内容交易风险。如存在严重挂羊头卖狗肉之情形,可联系本站下载客服投诉处理。
  4. 文档侵权举报电话:19940600175。
'上海市某区商业批发楼建筑毕业设计第一章设计任务及要求1.1设计原始资料1.1.1工程概况拟建上海市某区商业批发楼:总建筑面积约3083.51㎡。设计年限为50年。结构类型:框架结构5层,底层与顶层层高均为4.5m,第二至第四层层高均为3.6m,。基础选用条形基础。该商业批发楼主要用于堆放批发物品,各层楼都有一间接待办公室。楼内设有两个楼梯与两部电梯,楼梯宽3.3m。楼梯的布置均已符合消防、抗震的要求。1.1.2自然条件1、基本风荷载(由指导老师规定):0.8KN/m2、基本雪荷载(由指导老师规定):0.8KN/m3、地质、水文及气象资料:(1)土质属一类地区,地面粗糙度属B类。(2)海拔高度2.8m。(3)常年东南风。4、地震设计烈度(由指导老师规定):按8度抗震防设,抗震等级为二级。1.2建筑设计任务及要求1、任务:根据施工概况进行建筑物的整体设计,将建筑物的各层平、立,剖,以及详图绘成电子图纸。2、要求:准确的描述设计的建筑物的功能,并结合所学过的知识进行设计、计算。1.3结构设计任务及要求1、任务:在完成建筑物的建筑设计之后,进行结构的承载力计算,进行建筑物各承重构件的正截面,斜截面等计算。66 2、要求:根据所学过的专业知识进行构件的计算,并且使建筑物可以满足所需要的功能,使用年限,经济指标,抗震要求等。第二章建筑设计总说明2.1平面设计2.1.1平面布置1、总平面布置:根据所需要建设的批发楼所处的位置,将对所要建设的商业批发楼进行施工平面布置,详图见建施总平面布置图。2、建筑结构方案:对于建筑物的土质和所在地区的抗震等要求,选择框架结构,和桩基础,具体见结构施工图。3、平面组合:对于批发楼来说,首先要保证其用途,并且符合经济合理的要求,在平面布置上符合抗震和消防的要求,已经在批发楼适合的位置设置抗震缝。在消防方面,楼梯的布置和走廊的长度、宽度均已符合设计规范要求。4、交通组织及防火疏散设计:在垂直的交通方面,在适合的位置都已设置了楼梯,并加设了消防通道。考虑到防火疏散的要求,批发楼的走廊适当的放宽。并且已在大楼进口设置了残疾人坡道。5、采光通风:对于该建筑物的性质,所以将窗台安排到适当的高度,以保证有足够的采光,通风畅通。2.1.2柱网布置纵向选择6.0m的柱距,横向选择6.6m的柱距,走廊选择3.3m的柱距。2.2剖面设计2.2.1房间各部分高度详1、层高:底层至四层层高3.6m,顶层层高4.5m。2、室内外高差:0.45m。3、窗面及窗高:窗面为5.5m,窗高为2.4m。66 2.2.2屋面构造说明图2.1不上人屋面的做法2.2.3楼面构造说明图2.2楼面的做法2.3墙体构造设计1、外墙面(1)外墙涂料两度刷面(2)20厚水泥砂浆找平(3)240厚双面粉刷多孔砖墙2、内墙面(1)内墙涂料三度刷面(2)20厚水泥砂浆找平(3)240厚多孔砖墙66 第三章结构方案设计说明3.1结构方案的选择及结构布置3.1.1结构方案的确定考虑到钢筋混凝土框架结构建筑平面布置灵活,能够获得较大的使用空间,建筑立面容易处理,可以适应不同房屋造型,故本设计采用钢筋混凝土框架结构。3.1.2基础类型的确定因为框架跨度大,桩底荷载大,不易采用浅基础。根据施工场地,地基条件,以及场地周围的环境条件,选择条形基础,因钻孔灌注桩泥水排泄不便,为了减小周围环境的污染,采用静力压预制桩,这样可以较好地保证桩身质量并在较短施工期内完成任务,同时,当地施工技术力量、施工设备及材料供应也为采用静压桩提供了可能性。3.1.3结构布置图3.1平面尺寸及柱网尺寸3.2主要结构基本尺寸确定及截面几何特征3.2.1主要结构的确定该批发楼为五层框架结构66 3.2.2框架1、框架梁截面尺寸的确定横向框架梁,考虑抗震,L=6600,选h=l/10=660,取h=650mm,b=250mm,此时h/b=2.6纵向框架梁,考虑抗震,L=6000,选h=l/10=600,取h=600mm,b=250mm,此时h/b=2.4走道梁,L=3300,选h=l/10=330,取h=500mm,b=250mm,此时h/b=2.0次梁,h=450mm,b=200mm梁截面尺寸及各层混凝土强度等级表3.1层次混凝土强度等级横梁(b*h)纵梁(b*h)AB,CD跨BC跨2-5C30250*650250*500250*6001C30250*650250*500250*6002、框架柱截面尺寸确定b*h=500mm*500mm,N=10.6*6*6.6*5=2098.8KN,扩大1.1倍,有N=2308.7KNN≤Aλfc=500*500*0.8*14.3=2860KN>2308.7KN所以,符合要求。3、楼板材料及截面尺寸双向板短向跨度l1=3.3mm,当取构造厚度h=100mm时,则h/l=100/3300=1/33,满足板的最小高跨比的要求,故可选h=100mm4、材料选择除基础垫层混凝土选用C10外,基础及以上各层混凝土强度等级均选为C30图3.2框架截面尺寸66 第四章结构方案设计计算4.1荷载计算4.1.1屋面及楼面的永久荷载标准值1、屋面框架梁线荷载标准值SPS高分子防水层0.25KN/㎡20厚1:3水泥砂浆0.02×20=0.4KN/㎡30厚细石混凝土找平0.03×24=0.72KN/㎡膨胀珍珠岩砂浆(平均厚233mm)2.33KN/㎡200厚水泥珍珠岩制品保温0.2×4=0.8KN/㎡100厚现浇钢筋混凝土楼板0.1×25=2.5KN/㎡V型轻钢龙骨吊顶0.25KN/㎡屋面恒荷载合计7.25KN/㎡边跨框架梁自重0.25×0.65×25=4.06KN/m梁侧粉刷2×(0.65-0.1)×0.02×17=0.37KN/m中跨框架梁自重0.25×0.5×25=3.13KN/m梁侧粉刷2×(0.5-0.1)×0.02×17=0.27KN/m因此,作用在屋面框架梁上线荷载为:g5AB1=g5CD1=4.06+0.37=4.43KN/m,g5BC1=3.13+0.27=3.4KN/mg5AB2=g5CD2=7.25×3.3=23.93KN/m,g5BC2=7.25×3.3=23.93KN/m2、边跨楼面框架梁线荷载标准值水磨石地面0.65KN/㎡100厚现浇钢筋混凝土楼板0.1×25=2.5KN/㎡混合砂浆板底抹灰0.35KN/㎡边跨楼面恒荷载合计3.50KN/㎡边跨框架梁自重及梁侧粉刷4.06+0.37=4.43KN/m边跨填充墙自重0.24×(3.6-0.65)×19=13.45KN/m墙面粉刷2×0.02×(3.6-0.65)×17=2.01KN/m因此,作用在中间层边跨楼面框架梁上线荷载为:gAB1=gCD1=4.43+13.45+2.01=19.89KN/mgAB2=gCD2=3.5×3.3=11.55KN/m66 3、中跨楼面框架梁线荷载标准值水磨石地面0.65KN/㎡100厚现浇钢筋混凝土楼板0.1×25=2.5KN/㎡混合砂浆板底抹灰0.35KN/㎡中跨楼面恒荷载合计3.50KN/㎡中跨框架梁自重及梁侧粉刷:3.13+0.27=3.41KN/m因此,作用在中间层边跨楼面框架梁上线荷载为:gBC1=3.4KN/mgBC2=3.50×3.3=11.55KN/m4、屋面框架节点集中荷载标准值边柱连系梁自重0.25×0.65×6.0×25=24.38KN梁侧粉刷2×0.02×(0.65-0.1)×6.0×17=2.24KN0.9m高女儿墙自重0.9×6.0×0.24×19=24.62KN墙侧粉刷2×0.02×0.65×6.0×17=2.62KN连系梁传来屋面自重1/2×6.0×6.0/2×7.25=65.25KN顶层边节点集中荷载G5A=G5D=119.14KN中柱连系梁自重0.25×0.5×6.0×25=18.75KN梁侧粉刷2×0.02×(0.5-0.1)×6.0×17=1.63KN连系梁传来中跨屋面自重1/2×(6.0+6.0-3.3)×1.65×7.25=52.04KN连系梁传来边跨屋面自重65.25KN顶层中间节点集中荷载G5B=G5C=137.67KN5、楼面节点集中荷载标准值边柱连系梁自重24.38KN梁侧粉刷2.24KN塑钢窗自重5.5×2.4×0.45=5.94KN窗下墙体自重0.24×1.2×5.5×19=30.10KN粉刷2×0.02×1.2×5.5×17=4.50KN窗边墙体自重0.5×(3.6-0.65-1.2)×0.24×19=4.0KN粉刷0.5×(3.6-0.65-1.2)×0.02×2×17=0.60KN框架柱自重0.5×0.5×3.6×25=22.50KN粉刷(0.5+2×0.1)×0.02×3.4×17=0.81KN连系梁传来楼面自重1/2×6.0×6.0/2×3.5=31.50KN中间层边节点集中荷载GA=GD=126.56KN中柱连系梁自重18.75KN粉刷1.63KN框架柱自重22.50KN粉刷0.81KN连系梁传来中跨楼面自重1/2×(6.0+6.0-3.3)×1.65×3.50=25.12KN连系梁传来边跨楼面自重31.50KN中间层中间节点集中荷载GB=GC=100.31KN66 6、边跨次梁节点集中荷载标准值屋面:25.85×6.0=155.10KN楼面:13.55×6.0=81.30KN所以,恒荷载作用下的结构计算简图如图4.1(a)所示。将三角形分布荷载化为等效均布荷载q´5AB=4.43+17/32×23.93=17.14KN/mq´5BC=3.4+5/8×23.93=18.36KN/m同理,算出q´AB、q´BC,计算结果标于图4.1(b)将集中荷载转化为均布荷载屋面:F=155.1+17.14×6.6=268.23KNQe=3F/2L=3×268.23/2×6.6=60.96KN/m楼面:F=81.3+26.03×6.6=253.1KNQe=3F/2L=3×253.1/2×6.6=57.52KN/m(a)三角形分布下的计算简图66 (b)等效荷载作用下的计算简图图4.1恒载作用下的结构计算简图4.1.2屋面及楼面的可变荷载标准值1、屋面屋面雪荷载(按50年考虑):0.80KN/㎡(由指导老师规定)屋面均布活荷载(按不上人考虑):0.5KN/㎡因为,屋面均布活荷载不应与雪荷载同时组合,所以按最不利情况进行荷载组合,屋面活荷载标准值为0.80KN/㎡.2、楼面按“商店”标准值取3.5KN/㎡各荷载计算值计算过程如下:q5AB=q5CD=0.8×3.3=2.64KN/m,q5BC=0.8×3.3=2.64KN/mQ5A=Q5D=1/2×6.0×6.0/2×0.8=7.2KNQ5B=Q5C=1/2×(6.0+6.0-3.3)×1.65×0.8+1/2×6.0×6.0/2×0.8=12.94KNqAB=qCD=3.5×3.3=11.55KN/m,qBC=3.5×3.3=11.55KN/m66 QA=QD=1/2×6.0×6.0/2×3.5=31.50KNQB=QC=1/2×(6.0+6.0-3.3)×1.65×3.5+31.5=56.62KN次梁传至集中荷载:Q=11.55×6.0=69.31KNQ5=2.64×6.0=15.84KN将图4.2(a)的三角形分布荷载等效成均布荷载,标于图4.2(b)中跨:q′5AB=5/8×2.64=1.65KN/mq′BC=5/8×11.55=7.22KN/m边跨q′5AB=17/32×2.64=1.4KN/mq′BC=17/32×11.55=6.14KN/m将集中荷载转化为均布荷载屋面:F=15.84+1.4×6.6=25.08KNQe=3F/2L=3×25.08/2×6.6=5.7KN/m楼面:F=69.3+6.14×6.6=109.8KNQe=3F/2L=3×109.8/2×6.6=24.96KN/m活荷载作用下的结构计算简图如图4.2所示(a)三角形分布下的计算简图66 (b)等效荷载作用下的计算简图图4.2活载作用下的结构计算简图4.1.3梁、柱、墙、窗、门重力荷载计算顶层为:屋面恒载(包括楼板、纵、恒梁自重)、50%屋面活荷载、屋面下半层柱自重及半层墙自重。其他楼面层:楼面恒载(包括楼板、纵、恒梁自重)、50%楼面活荷载、楼面下半层柱自重及半层墙自重。G=G屋面板+G柱+G纵梁+G横梁+G次梁+G墙+G女儿墙+G门+G窗G5=6.0+16.74+7.25+0.5×0.5×4.5/2×25×4+0.25×(0.6-0.1)×6×25×4+0.25×(0.65-0.1)×(6.6+6.6)×25+0.25(0.5-0.1)×3.3×25+0.2×(0.45-0.1)×6.0×25×2+5.24×(4.5/2×6×2-5.5×2.4/2×2+0.9×6×2)+0.45×5.5×2.4=1222.4KNG4=G3=G2=6.0×16.74×3.5+0.5×0.5×3.6×25×4+75+45.4+8.25+21+5.24×(3.6×6×2-5.5×2.4×2)+0.45×5.5×2.4×2=691.1KN66 G1=6.0×16.74×3.5+0.5×0.5×(1.8+2.3)×25×4+75+45.4+8.25+21+5.24[(4.05/2+1.8)×6×2]=844.2KNφQ5=0.5×6.0×16.74×0.8=40.2KNφQ4=φQ3=φQ2=φQ1=0.5×16×16.74×3.5=468.7KN4.2梁、柱线刚度计算4.2.1梁、柱的线刚度梁、柱线刚度计算表4.1横梁截面惯性矩I()线刚度i=EI/L(KN·m)相对线刚度i1~5层梁250×650³/12=5.72×1092×5.72×109/6600E=17.33×105E1.000走道梁250×500³/12=2.60×1092×2.6×109/3300E=15.76×105E0.9092~4层柱500×500³/12=5.21×1095.21×109/3600E=14.47×105E0.835顶层柱5.21×109/4500E=11.58×105E0.668底层柱5.21×109/4600E=11.33×105E0.6544.3水平荷载作用下的框架结构的内力和侧移计算4.3.1各层重力荷载值计算重力荷载代表值的计算表4.2位置5层4层3层2层1层Gk(KN)1222.4691.1691.1691.1844.2φQk(KN)40.2468.7468.7468.7468.7GE(KN)1262.61159.81159.81159.81312.966 4.3.2自震周期的计算结构自振周期按顶点位移法计算,将各楼面处的重力荷载代表值Gi作为水平荷载作用在各楼层标高处,按弹性方法求得结构顶点的假想侧移,计算结果见表4.3。Xi计算值表4.3位置G(KN)VGi=∑Gi(KN)Di(KN•m-1)Xi=∑ΔXi(mm)GiXi(KN•m)GiXi²(KN•㎡)5层1262.61262.64183830.138.01.1444层1159.82422.47297933.138.391.2713层1159.83582.27297949.156.952.7962层1159.84742.07297965.075.394.901层1312.96054.949002123.6162.2720.06∑=371.0∑=30.171T1=2(∑Giui²/∑Giui)–½=2×(30.171/371)–½=0.570s4.3.3水平地震作用及楼层地震剪力计算根据设计条件,设防烈度8度,Ⅰ类场地,近震,查得特征周期值Tg=0.25s,水平地震影响系数最大值αmax=0.16∴T>Tgα1=αmax(Tg/T1)0.9=0.16×(0.25/0.57)0.9=0.07∵T1=0.57s>1.4×0.25s=0.35s∴应考虑顶部附加水平地震作用,故顶部附加地震作用系数δn=0.08T1+0.07=0.08×0.57+0.07=0.116Fi=(Gi*Hi)/(∑Gi*Hi)*FEK(1-δn)Fek=α1Geq=0.07×0.85×(1262.6×1159.8×3+1312.9)=360.3KNΔFn=δnFek=0.116×360.3=41.8KN各层横向水平地震作用标准值及楼层地震剪力表4.4位置Gi(m)Xi(m)GiHi(KN•m)FEK(1-δn)Fi(KN)5层1262.619.925126318.5152.64层1159.815.417861318.578.83层1159.811.813686318.560.42层1159.88.29510318.541.91层1312.94.66039318.526.6∑GiHi=72222KN•m∑Fi=360.366 弹性位移验算:各层间弹性位移角均应满足位移角限值[Øe]=1/550的要求,计算结果见表4.5。弹性层间位移验算表表4.5位置∑Fhk(KN)∑Dji(KN•mm-1)ΔUeΔUe/hj[Øe]5层152.641.8383.61/12501/5504层231.472.9793.21/11253层291.872.9794.01/9002层333.772.9794.61/8001层360.349.0027.41/6224.3.4水平地震作用下的框架内力计算1、以所取一榀框架KJ-3为例,计算结果见表4.6。各层柱剪力值表4.6位置5层4层3层2层1层∑Fi(KN)152.6231.4291.8333.7360.3A柱剪力值32.147.860.268.981.5B柱剪力值44.267.985.798.098.62、各柱反弯点高度见表4.7各柱反弯点高度表4.7位置5层4层3层2层1层A柱B柱A柱B柱A柱B柱A柱B柱A柱B柱γ00.370.440.410.450.460.500.500.500.600.55Y(m)1.671.981.481.621.661.801.801.802.762.533、梁端弯矩按节点平衡条件,按梁线刚度大小分配,地震作用下框架M图见图4.3。66 图4.3地震作用下框架M及V图(KN·m)4、由V图作N图,见图4.4图4.4地震作用下框架V及N图(KN)66 4.3.5横向风荷载作用下的框架内力和侧移计算1、风荷载的计算由于是现浇框架,且每榀横向框架的侧移刚度都相同,即每榀框架承受风载的范围在水平方向为:(3.3×2+6×5)/8=4.575m根据基本参数,基本风压ωo=0.8KN/m2,按B类粗糙度,可查得风压高度系数μz在30、20、15、10和5m处分别为1.42,1.25,1.14,1.00和1.00,风荷载体型系数μz由相关规定可知,迎风面为Us=+0.8和背风面为Us=-0.5风荷载标准值计算(左风)ωk=μs×μz×ωo×AF5=0.8×(0.8+0.5)×1.25×4.575×(2.25+0.9)=18.73KNF4=0.8×(0.8+0.5)×1.14×4.575×3.6=19.53KNF3=0.8×(0.8+0.5)×1.14×4.575×3.6=19.53KNF2=0.8×(0.8+0.5)×1.0×4.575×3.6=17.13KNF1=0.8×(0.8+0.5)×1.0×4.575×(1.80+4.05/2)=18.20KN图4.5集中风荷载(KN)2、风荷载作用下的框架内力计算见表4.8框架柱的剪力值计算表4.8层数(∑F)柱号k=ib/2icαc=k/(2+k)Di=αcicVi=D∑F/∑Di5层(F=18.73KN)A51.4970.4280.2863.94B52.8580.5880.3935.424层(F=38.26KN)A41.1980.3750.3137.90B42.2860.5330.44511.233层(F=57.79KN)A31.1980.3750.31311.93B32.2860.5330.44516.9666 2层(F=74.92KN)A21.1980.3750.31315.47B22.2860.5330.44521.991层(F=93.12KN)A11.5290.5750.37621.07B12.9190.6950.45525.49注:1层k=∑ib/ic,αc=(0.5+k)/(2+k)2、框架柱反弯点高度计算见表4.9框架柱反弯点高度计算表4.9层数第五层(m=5,n=5,h=4.5m)柱号kγ0α1γ1α2γ2α3γ3y(m)A51.4970.3701.00——1.25001.670B52.8580.4401.00——1.25001.980层数第四层(m=5,n=4,h=3.6m)A41.1980.4101.001.25001.001.480B42.8560.4501.001.25001.001.620层数第三层(m=5,n=3,h=3.6m)A31.1980.4601.001.001.001.660B32.2860.501.001.001.001.80层数第二层(m=5,n=2,h=3.6m)A21.1980.501.001.001.27001.80B22.2860.501.001.001.27001.80层数第一层(m=5,n=1,h=4.6m)A11.5290.60——0.7800——2.760B12.9190.550——0.7800——2.5303、风荷载标准值作用下的框架侧移验算见表4.10C30混凝土,E=3.0×104N•mm-2,相对线刚度为1.0时绝对值为17.33×105E风荷载标准值作用下的框架侧移验算表4.10位置∑Fhk(KN)∑Dji(KN•mm-1)ΔUj(mm)ΔUj/hj[Øe]5层18.7341.8380.451/100001/4004层38.2672.9790.521/70003层57.7972.9790.791/46002层74.9272.9791.031/35001层93.1249.0021.901/2500顶点位移Δ∑Uj=4.69mm1/5004、由下面公式求出柱上下两端弯矩,上柱:M上=V(1-y)h,下柱:M下=Vyh,再由节点平衡条件和梁的线刚度比求出各梁端弯矩,绘出框架弯矩图,见图4.6。66 图4.6风荷载作用下框架M及V图(KN·m)6、由V图作N图,见图4.7图4.7风荷载作用下框架V及N图(KN)66 4.4竖向荷载作用下的框架内力计算4.4.1计算单元的选取选取一榀框架KJ-3作为计算单元,见图4.8。图4.8框架计算单元4.4.2恒荷载的内力计算1、用弯矩分配法计算每一敞口框架的杆端弯矩,利用对称性取半跨,底层柱和各层梁弯矩系数按固端弯矩取1/2,其他各层柱按远端弹性支承取1/3,远端为滑动支座传递系数为-1。荷载作用下内力计算简图见图4.966 图4.9恒载内力计算图2、内力计算66 (a)顶层弯矩图66 (a)四层弯矩图66 (c)二、三层弯矩图66 (d)底层弯矩图图4.10恒载分层法弯矩分配3、将各层弯矩图叠加,得恒载作用下框架M图,见图4.11。图4.11恒载作用下框架M图(KN·m)66 4、由M图作V及N图,见图4.12。图4.12恒载作用下框架V及N图(KN)4.4.3活荷载的内力计算1、活荷载计算简图,见图4.13。图4.13活载计算简图66 2、分层法计算(a)顶层弯矩图66 (a)四层弯矩图(b)二、三层弯矩图66 (d)底层弯矩图图4.14活载作用下各层弯矩图1、将各层弯矩图叠加,见图4.15。66 图4.15活载作用下框架M图(KN·m)图4.16活载作用下框架V及N图(KN)66 4.5框架内力组合及截面设计4.5.1框架梁内力组合考虑四种内力组合:1.2SGK+1.4SQK,1.35SGK+1.4×0.7SQK,1.2(SGK+0.5SQK)+1.3SEK,1.2SGK+0.9×1.4(SQK+SWK),在竖向荷载作用下,考虑框架梁端的塑性内力重分布,梁端弯矩需考虑弯矩调幅,因而SGK、SQK的弯矩值乘以弯矩调幅系数0.8,对于活荷载的跨中弯矩系数乘以1.1。见表4.11~4.15KJ3的屋面框架WKL3内力组合表(5层)表4.11杆件号ABBC截面位置A跨中B左B右跨中内力种类MVMMVMVM荷载分类恒①-98.7193.0145.2-142.0209.4-62.630.3-45.8活②-12.818.314.6-15.519.3-4.72.7-5.9风左③11.2-2.4—-4.62.49.1-5.5—风右④-11.22.4—4.6-2.4-9.15.5—地左⑤90.8-19.4—-37.119.474.3-45.0—地右⑥-90.819.4—37.1-19.4-74.345.0—内力组合1.2①+1.4②-136.4257.2194.7-192.1278.3-81.740.1-63.21.35①+1.4×0.7②-145.8278.5210.3-206.9301.6-89.143.6-67.61.2①+0.9×1.4(②+③或④)-119.8-29.0251.6257.7192.6-195.7-184.1278.6272.6-69.6-92.532.846.7-62.41.2(①+0.5②)+1.3(⑤或⑥)-8.1-244.2217.4267.8183.0-227.9-131.5288.1237.632.8-160.3-20.596.5-58.566 KJ3的屋面框架WKL3内力组合表(4层)表4.12杆件号ABBC截面位置A跨中B左B右跨中内力种类MVMMVMVM荷载分类恒①-137.8187.1105.5-152.3192.6-34.017.5-29.0活②-55.080.767.9-63.884.0-17.611.9-15.4风左③23.3-5.2—-11.05.221.9-13.3—风右④-23.35.2—11.0-5.2-21.913.3—地左⑤154.9-34.7—-74.034.7147.9-89.6—地右⑥-154.934.7—74.0-34.7-147.989.6—内力组合1.2①+1.4②-242.4337.5221.7-272.1348.7-65.437.7-56.41.35①+1.4×0.7②-239.9331.7209.0-268.1342.3-63.135.3-54.21.2①+0.9×1.4(②+③或④)-205.3-264.0319.7332.8212.2-277.0-249.3343.5330.4-35.4-90.619.252.8-54.21.2(①+0.5②)+1.3(⑤或⑥)3.01-399.7227.8318.1167.3-317.2-124.8326.6236.4140.9-243.6-88.3144.6-44.0KJ3的屋面框架WKL3内力组合表(3层)表4.13杆件号ABBC截面位置A跨中B左B右跨中内力种类MVMMVMVM荷载分类恒①-137.0187.1106.2-151.6192.6-33.017.5-27.0活②-59.081.063.5-66.283.7-16.011.9-14.2风左③34.8-7.7—-16.27.732.5-19.7—风右④-34.87.7—16.2-7.7-32.519.7—地左⑤187.5-41.8—-188.141.8176.2-106.8—地右⑥-187.541.8—188.1-41.8-176.2106.8—内力组合1.2①+1.4②-247.0337.9216.3-274.6348.3-62.037.7-52.31.35①-242.8332.0205.6-269.5342.0-60.235.3-50.466 +1.4×0.7②1.2①+0.9×1.4(②+③或④)-194.9-282.6316.9336.3207.5-285.7-244.9346.3326.9-18.8-100.711.260.8-50.31.2(①+0.5②)+1.3(⑤或⑥)44.0-443.6218.8327.5165.5-466.222.9335.7227.0179.9-278.3-110.7167.0-40.9KJ3的屋面框架WKL3内力组合表(2层)表4.14杆件号ABBC截面位置A跨中B左B右跨中内力种类MVMMVMVM荷载分类恒①-136.8187.1106.4-151.5192.6-33.117.5-27.0活②-58.981.063.6-66.283.7-16.011.9-14.2风左③47.6-10.8—-23.410.846.7-28.3—风右④-47.810.8—23.4-10.8-46.728.3—地左⑤224.0-50.6—-110.250.6220.5-133.6—地右⑥-224.050.6—110.2-50.6-220.5133.6—内力组合1.2①+1.4②-246.6337.9216.7-274.5348.3-62.137.7-52.31.35①+1.4×0.7②-242.4332.0206.0-269.4342.0-60.435.3-50.41.2①+0.9×1.4(②+③或④)-178.4-298.4313.0340.2207.8-294.7-235.7350.2323.0-1.0-118.70.371.7-50.31.2(①+0.5②)+1.3(⑤或⑥)91.7-490.7207.3338.9165.8-364.8-78.3347.1215.6237.3-336.0-145.5201.8-40.966 KJ3的屋面框架WKL3内力组合表(1层)表4.15杆件号ABBC截面位置A跨中B左B右跨中内力种类MVMMVMVM荷载分类恒①-126.4186.4115.0-144.6193.3-37.017.5-28.2活②-54.380.768.6-63.484.1-17.811.9-15.1风左③66.6-14.8—-30.814.861.6-37.3—风右④-66.614.8—30.8-14.8-61.637.3—地左⑤274.0-60.7—-126.860.7253.7-153.8—地右⑥-274.060.7—126.8-60.7-253.7153.8—内力组合1.2①+1.4②-227.7336.7234.0-262.3349.7-69.337.7-55.01.35①+1.4×0.7②-223.9330.7222.5-257.3343.4-67.435.3-52.91.2①+0.9×1.4(②+③或④)-136.2-304.0306.7344.0224.4-292.2-214.6356.6319.310.8-144.4-11.083.0-52.91.2(①+0.5②)+1.3(⑤或⑥)171.9-540.5193.2351.0179.2-376.4-46.7361.3203.5274.7-384.9-171.8228.1-42.94.5.2框架柱内力组合框架柱的内力组合表(5层)表4.16杆件A柱(外柱)截面位置上端下端层间内力种类MNMNV荷载分类恒①123.4312.1-85.6312.1-46.4活②16.025.5-27.625.5-9.7风左③-11.2-2.46.6-2.44.0风右④11.22.4-6.62.4-4.0地左⑤-90.8-19.453.6-19.432.166 地右⑥90.819.4-53.619.4-32.1内力组合1.2①+1.4②∣M∣max170.5410.2——-69.3Nmax170.5410.2-141.4410.2-69.3Nmin170.5410.2-141.4410.2-69.31.35①+1.4×0.7②∣M∣max182.3446.3——-72.1Nmax——-142.6446.3-72.1Nmin182.3446.3-142.6446.3-72.11.2①+0.9×1.4(②+③或④)∣M∣max182.4409.7——-62.9Nmax182.4409.7-129.2403.6-72.9Nmin154.1403.6-145.8409.7—1.2(①+0.5②)+1.3(⑤或⑥)∣M∣max275.7392.9-189.0—-66.7Nmax275.7392.9—392.9-66.7Nmin39.6386.7-49.6386.7-56.3杆件B柱(内柱)截面位置上端下端层间内力种类MNMNV荷载分类恒①-99.3377.472.3377.438.1活②-13.534.923.134.98.1风左③-13.7-3.110.7-3.15.4风右④13.73.1-10.73.1-5.4地左⑤-111.4-35.687.5-35.644.2地右⑥111.435.6-87.535.6-44.2内力组合1.2①+1.4②∣M∣max-138.1501.7——57.1Nmax——119.1501.757.1Nmin-138.1501.7119.1501.757.11.35①+1.4×0.7②∣M∣max-147.3543.7——59.4Nmax——120.2543.759.4Nmin-147.3543.7120.2543.759.41.2①+0.9×1.4(②+③或④)∣M∣max-153.4500.8——62.7Nmax——129.3500.849.1Nmin-153.4500.8129.3500.8—1.2(①+0.5②)+1.3(⑤或⑥)∣M∣max-272.1477.9214.4—57.6Nmax———477.957.6Nmin17.6469.8-13.1469.843.666 框架柱的内力组合表(4层)表4.17杆件A柱(外柱)截面位置上端下端层间内力种类MNMNV荷载分类恒①86.6625.8-86.6625.8-48.1活②41.2137.7-36.5137.7-21.6风左③-16.7-7.611.7-7.67.9风右④16.77.6-11.77.6-7.9地左⑤-101.3-54.170.7-54.147.8地右⑥101.354.1-70.754.1-47.8内力组合1.2①+1.4②∣M∣max161.6943.7——-88.0Nmax161.6943.7-155.0943.7-88.0Nmin161.6943.7-155.0943.7-88.01.35①+1.4×0.7②∣M∣max157.3979.8——-86.1Nmax157.3979.8-152.7979.8-86.1Nmin157.3979.8-152.7979.8-86.11.2①+0.9×1.4(②+③或④)∣M∣max176.9934.0——-94.9Nmax176.9934.0-164.7934.0-94.9Nmin134.8914.9-135.2914.9-75.01.2(①+0.5②)+1.3(⑤或⑥)∣M∣max260.3843.5——-132.8Nmax260.3843.5-217.7843.5-132.8Nmin3.1823.7-33.9823.7-8.5杆件B柱(内柱)截面位置上端下端层间内力种类MNMNV荷载分类恒①-75.6687.874.8687.841.8活②-34.5187.531.7187.518.4风左③-22.2-11.218.2-11.211.2风右④22.211.2-18.211.2-11.2地左⑤-134.4-54.9110.0-54.967.9地右⑥134.454.9-110.054.9-67.9内力组合1.2①+1.4②∣M∣max-139.01087.9——75.966 Nmax-139.01087.9134.11087.975.9Nmin-139.01087.9134.11087.975.91.35①+1.4×0.7②∣M∣max-135.91112.3——74.5Nmax-135.91112.3132.01112.374.5Nmin-135.91112.3132.01112.374.51.2①+0.9×1.4(②+③或④)∣M∣max-162.21075.7——87.5Nmax-162.21075.7152.61075.787.5Nmin-106.21047.5106.81047.559.21.2(①+0.5②)+1.3(⑤或⑥)∣M∣max-286.11009.2——149.5Nmax-286.11009.2251.81009.2149.5Nmin63.3866.534.2866.527.1框架柱的内力组合表(3层)表4.18杆件A柱(外柱)截面位置上端下端层间内力种类MNMNV荷载分类恒①84.6939.5-84.8939.5-47.1活②36.5250.2-36.6250.2-20.3风左③-23.1-15.319.8-15.311.9风右④23.115.3-19.815.3-11.9地左⑤-116.8-95.9100.0-95.960.2地右⑥116.895.9-100.095.9-60.2内力组合1.2①+1.4②∣M∣max——-153.01477.7-84.9Nmax152.61477.7-153.01477.7-84.9Nmin152.61477.7-153.01477.7-84.91.35①+1.4×0.7②∣M∣max——-150.31513.5-83.5Nmax150.01513.5-150.31513.5-83.5Nmin150.01513.5-150.31513.5-83.51.2①+0.9×1.4(②+③或④)∣M∣max——-185.51461.9-97.1Nmax176.61461.9-185.51461.9-97.1Nmin118.41423.4-135.61423.4-67.11.2(①+0.5②)+1.3(⑤或⑥)∣M∣max——-253.71297.4-84.2Nmax275.31297.4-253.71297.4-84.2Nmin28.41257.6-6.31257.6-53.2杆件B柱(内柱)66 截面位置上端下端层间内力种类MNMNV荷载恒①-73.3998.273.5998.240.8活②-31.0339.731.1339.717.3风左③-30.5-23.230.5-23.216.9分类风右④30.523.2-30.523.2-16.9地左⑤-154.3-65.0154.3-65.085.7地右⑥154.365.0-154.365.0-85.7内力组合1.2①+1.4②∣M∣max——131.71673.473.2Nmax-131.41673.4131.71673.473.2Nmin-131.41673.4131.71673.473.21.35①+1.4×0.7②∣M∣max——129.71680.572.0Nmax-129.31680.5129.71680.572.0Nmin-129.31680.5129.71680.572.01.2①+0.9×1.4(②+③或④)∣M∣max——165.81655.192.1Nmax-165.51655.1165.81655.192.1Nmin-88.61596.689.01596.649.51.2(①+0.5②)+1.3(⑤或⑥)∣M∣max——307.51486.2170.8Nmax-307.21486.2307.51486.2170.8Nmin94.01317.293.71317.252.1框架柱的内力组合表(2层)表4.19杆件A柱(外柱)截面位置上端下端层间内力种类MNMNV荷载分类恒①86.21253.1-96.31253.1-50.7活②37.0362.7-41.4362.7-21.8风左③-27.8-26.127.8-26.115.4风右④27.826.1-27.826.1-15.4地左⑤-124.0-146.5124.0-146.568.9地右⑥124.0146.5-124.0146.5-68.9内力组合1.2①+1.4②∣M∣max——-173.52011.5-91.4Nmax155.22011.5-173.52011.5-91.4Nmin155.22011.5-173.52011.5-91.41.35①+1.4×0.7②∣M∣max——-170.62047.1-89.8Nmax152.62047.1-170.62047.1-89.866 Nmin152.62047.1-170.62047.1-89.81.2①+0.9×1.4(②+③或④)∣M∣max——-202.81993.6-107.7Nmax185.11993.6-202.81993.6-107.7Nmin115.01927.8-132.71927.8-68.91.2(①+0.5②)+1.3(⑤或⑥)∣M∣max——-301.61911.8-163.5Nmax286.81911.8-301.61911.8-163.5Nmin35.61530.9-20.81530.9-15.7杆件B柱(内柱)截面位置上端下端层间内力种类MNMNV荷载分类恒①-74.51308.681.81308.643.4活②-31.6491.934.6491.918.4风左③-39.6-40.739.6-40.722.0风右④39.640.7-39.640.7-22.0地左⑤-176.4-83.0176.4-83.098.0地右⑥176.483.0-176.483.0-98.0内力组合1.2①+1.4②∣M∣max——146.62259.077.8Nmax-133.62259.0146.62259.077.8Nmin-133.62259.0146.62259.077.81.35①+1.4×0.7②∣M∣max——144.32248.776.6Nmax-131.52248.7144.32248.776.6Nmin-131.52248.7144.32248.776.61.2①+0.9×1.4(②+③或④)∣M∣max——191.72241.4103.0Nmax-1793.12241.4191.72241.1103.0Nmin-79.32138.891.92138.847.51.2(①+0.5②)+1.3(⑤或⑥)∣M∣max——401.21973.4190.5Nmax-337.71973.4401.21973.4190.5Nmin121.01757.6163.31757.664.3框架柱的内力组合表(1层)表4.20杆件A柱(外柱)截面位置上端下端层间内力种类MNMNV荷载分类恒①61.71566.1-30.91566.1-20.166 活②26.5474.9-13.3474.9-8.7风左③-38.8-40.958.2-40.921.1风右④38.840.9-58.240.9-21.1地左⑤-150.0-207.2224.9-207.281.5地右⑥150.0207.2-224.9207.2-81.5内力组合1.2①+1.4②∣M∣max111.12544.2——-36.3Nmax111.12544.2-55.72544.2-36.3Nmin111.12544.2-55.72544.2-36.31.35①+1.4×0.7②∣M∣max109.32579.6——-35.7Nmax109.32579.6-54.72579.6-35.7Nmin109.32579.6-54.72579.6-35.71.2①+0.9×1.4(②+③或④)∣M∣max156.32529.2——-61.7Nmax156.32529.2-127.22529.2-61.7Nmin58.52426.2-19.52426.2-8.51.2(①+0.5②)+1.3(⑤或⑥)∣M∣max284.92433.6——-135.3Nmax284.92433.6-337.42433.6-135.3Nmin105.11894.9-247.31894.9-76.6杆件B柱(内柱)截面位置上端下端层间内力种类MNMNV荷载分类恒①-52.61619.726.31619.717.2活②-22.3644.511.2644.57.3风左③-52.8-63.264.5-63.225.5风右④52.863.2-64.563.2-25.5地左⑤-204.1-93.1249.5-93.198.6地右⑥204.193.1-249.593.1-98.6内力组合1.2①+1.4②∣M∣max-94.32845.9——30.9Nmax-94.32845.947.22845.930.9Nmin-94.32845.947.22845.930.91.35①+1.4×0.7②∣M∣max-92.92818.2——30.4Nmax-92.92818.246.52818.230.4Nmin-92.92818.246.52818.230.41.2①+0.9×1.4(②+③或④)∣M∣max-157.72835.3——62.0Nmax-157.72835.3126.92835.362.0Nmin-24.72676.135.62676.12.366 1.2(①+0.5②)+1.3(⑤或⑥)∣M∣max-341.82451.4——153.2Nmax-341.82451.4362.62451.4153.2Nmin188.82209.3286.12209.3103.24.5.3框架梁正截面设计由设计条件可知:该建筑物的混凝土为C30,fc=14.3N/mm²,ft=1.43N/mm²,纵筋的等级为HRB335级,fy=300N/mm²,箍筋的等级为HPB235级,fy=210N/mm²,取控制截面如下图4.17。图4.17梁控制截面图1、各层框架梁控制截面的弯矩设计值1~5层非抗震时与抗震时的弯矩设计值(γ0取1.0,γRE取0.75)见表4.21框架梁弯矩设计值(KN·m)表4.21截面位置AB跨BC跨A跨中B左B右跨中5层γ0M-145.8210.3-206.9-92.5-67.6γREMb-183.2137.3-170.9-120.2-43.94层γ0M-264.0221.7-277.0-90.6-56.4γREMb-254.8125.5-237.9-182.7-33.03层γ0M-282.6216.3-285.7-100.7-52.3γREMb-332.7124.1-349.7-208.7-30.72层γ0M-298.4216.7-294.7-118.7-52.3γREMb-368.0124.4-273.6-252.0-30.71层γ0M-304.0234.0-292.2-144.4-55.0γREMb-405.4134.4-282.3-288.7-32.22、配筋计算判别属哪一类T形截面:按两排考虑h0=650-60=590mm,跨中按一排考虑h066 =650-35=615mm,确定翼缘宽度b"f,按梁跨度b"fAB=6600/3=2200mm,b"fBC=3300/3=1100mm,h"f=120mmb"fh"ffc(h0-h"f/2)=2200×120×14.3×(615×120/2)=2095KN·m>Mmax=210.3KN·m∴属一类T形截面框架梁配筋计算(5层)表4.22控制截面A右AB跨中B左B右BC跨中γ0M或γREMb(KN·m)-183.2210.3-206.9-120.2-67.6b×h0(mm²)250×6152200×615250×615250×4651100×465ξ=1-(1-M/0.5fcbh0²)1/20.1600.0180.1670.1700.02As=fcbh0ξ/fy(mm²)112511611224942488实配钢筋As(mm²)420(1256)420(1256)420(1256)420(1256)220(628)配筋率ρ=As/bh0(%)0.80.80.80.80.4ρmin(%)0.2框架梁配筋计算(4层)表4.23控制截面A右AB跨中B左B右BC跨中γ0M或γREMb(KN·m)-264.0221.7-277.0-182.7-56.4b×h0(mm²)250×5902200×615250×590250×4401100×465ξ=1-(1-M/0.5fcbh0²)1/20.2410.0190.2550.3130.017As=fcbh0ξ/fy(mm²)1694122517931641414实配钢筋As(mm²)620(1884)420(1256)620(1884)620(1884)220(628)配筋率ρ=As/bh0(%)1.30.81.31.30.4ρmin(%)0.2框架梁配筋计算(3层)表4.24控制截面A右AB跨中B左B右BC跨中γ0M或γREMb(KN·m)-332.7216.3-349.7-208.7-52.366 b×h0(mm²)250×5902200×615250×590250×4401100×465ξ=1-(1-M/0.5fcbh0²)1/20.3180.0180.3380.3700.015As=fcbh0ξ/fy(mm²)2236116111881940366实配钢筋As(mm²)622(2281)422(1520)322(1140)622(2281)222(760)配筋率ρ=As/bh0(%)1.51.00.81.50.5ρmin(%)0.2框架梁配筋计算(2层)表4.25控制截面A右AB跨中B左B右BC跨中γ0M或γREMb(KN·m)-368.0216.7-294.7-252.0-52.3b×h0(mm²)250×5902200×615250×590250×4401100×465ξ=1-(1-M/0.5fcbh0²)1/20.3610.0180.2740.4790.015As=fcbh0ξ/fy(mm²)2538116119262512366实配钢筋As(mm²)820(2513)420(1256)620(1884)820(2513)220(628)配筋率ρ=As/bh0(%)1.70.81.31.70.4ρmin(%)0.2框架梁配筋计算(1层)表4.26控制截面A右AB跨中B左B右BC跨中γ0M或γREMb(KN·m)-405.4234.0-292.2-288.7-55.0b×h0(mm²)250×5902200×615250×590250×4401100×465ξ=1-(1-M/0.5fcbh0²)1/20.4100.0200.2720.5930.016As=fcbh0ξ/fy(mm²)2883129019123109390实配钢筋As(mm²)822(3041)422(1520)622(2281)822(3041)222(760)配筋率ρ=As/bh0(%)2.11.01.52.10.566 ρmin(%)0.24.5.4框架梁斜截面设计为防止在弯曲屈服前发生剪切破坏,截面设计时对剪力进行调整Vb=1.2(Mlb+Mrb)/ln+VGbVGb=1.2(Q恒+0.5Q活)××ln1、各层框架梁剪力设计值1~5层非抗震时与抗震时的剪力设计值(γ0取1.0γRE取0.85)见表4.27框架梁剪力设计值表4.27截面位置AB左B右5层γ0V278.5301.646.7γREVb156.6156.647.04层γ0V337.5348.752.8γREVb116.1116.144.13层γ0V337.9348.360.8γREVb132.2132.219.62层γ0V340.2350.271.7γREVb109.2109.259.21层γ0V344.0356.683.0γREVb132.5132.580.22、抗剪计算,见表4.28~4.32框架梁斜截面抗剪计算(5层)表4.28截面位置AAB跨中(左)AB跨中(右)B左B右γ0V或γREVb278.5278.5301.6301.647.0梁截面尺寸b×h0250×615250×615250×615250×615250×465剪跨比λ=a/h0—5.37>3取λ=3.05.37>3取λ=3.0——0.7ftbh0(KN)153.9V0.25βCfCbh0(KN)550>V550>V550>V550>V416>V1.75/(λ+1.0)ftbh0(KN)—96.23取λ=3.05.37>3取λ=3.0——0.7ftbh0(KN)153.9V0.25βCfCbh0(KN)550>V550>V550>V550>V416>V1.75/(λ+1.0)ftbh0(KN)—96.23取λ=3.05.37>3取λ=3.0——0.7ftbh0(KN)153.9V0.25βCfCbh0(KN)550>V550>V550>V550>V416>V1.75/(λ—96.23取λ=3.05.37>3取λ=3.0——0.7ftbh0(KN)153.9V0.25βCfCbh0(KN)550>V550>V550>V550>V416>V1.75/(λ+1.0)ftbh0(KN)—96.23取λ=3.05.37>3取λ=3.0——0.7ftbh0(KN)153.9V0.25βCfCbh0(KN)550>V550>V550>V550>V416>V1.75/(λ+1.0)ftbh0(KN)—96.2Nb为小偏心。轴压比为0.15的轴压力N=0.15fcA=0.15×14.3×500×500=536.3KN∴γRE=0.81~5层A柱(外柱)配筋计算表4.33内力组合5层4层3层M(KN)182.4264.7176.9250.0185.5264.3N(KN)409.7314.3934674.81462103866 e0=M/N(mm)445842189370127255ei=e0+ea(mm)465862209390147275l0/h11.2511.259.09.09.09.0ξ1=0.5fcA/N≤1.01.01.01.01.01.01.0ξ2=1.15-0.01×l0/h≤1.01.01.01.01.01.01.0η=1.0891.0481.1271.0681.1811.097e=ηei+h/2-as(mm)716.41113445.5626.5383.6511.7Nb=α1ξbfCbh0≥N为大偏心Nb≤N为小偏心1809大偏心1809大偏心1809大偏心1809大偏心1809大偏心1809大偏心ξ=N/α1fCbh00.1250.0960.2840.2050.4440.316ξ≥2as’/h0(为大偏心)0.1740.1740.1740.1740.1740.174ξ≥2as’/h0(为小偏心)e’=ηei-h/2-as’(mm)296.4693.4————As’=As=Ne’/fy(h0-as’)963.71730————fy’As’——————ξ——————As=As’——830.31571585.51464实配钢筋As—620(1884)—620(1884)—620(1884)ρ=As/bh(%)—0.75—0.75—0.75ρmin(%)0.20.20.2内力组合2层1层M(KN)202.8289.5156.3337.4N(KN)1994152925291947e0=M/N(mm)10218962173ei=e0+ea(mm)12220982193l0/h9.09.09.29.266 ξ1=0.5fcA/N≤1.00.91.00.710.92ξ2=1.15-0.01×l0/h≤1.01.01.01.01.0η=1.1961.1271.2411.133e=ηei+h/2-as(mm)355.9445.5311.8428.7Nb=α1ξbfCbh0≥N为大偏心Nb≤N为小偏心1809小偏心1809大偏心1809小偏心1809小偏心ξ=N/α1fCbh0—0.465——ξ≥2as’/h0(为大偏心)—0.174——ξ≥2as’/h0(为小偏心)e’=ηei-h/2-as’(mm)————As’=As=Ne’/fy(h0-as’)————fy’As’140423—328427438127ξ0.598—0.7060.577As=As’425.51360111.91601实配钢筋As—620(1884)—620(1884)ρ=As/bh(%)—0.75—0.75ρmin(%)0.20.21~5层B柱(内柱)配筋计算表4.34内力组合5层4层3层M(KN)153.4261.2162.2274.7165.8295.2N(KN)500.8382.31076807.416551189e0=M/N(mm)306683151340100248ei=e0+ea(mm)326703171360120268l0/h11.2511.259.09.09.09.0ξ1=0.5fcA/N≤1.01.01.01.01.01.01.066 ξ2=1.15-0.01×l0/h≤1.01.01.01.01.01.01.0η=1.1281.0541.1561.0681.2221.099e=ηei+h/2-as(mm)577.7950.9407.7594.5356.6504.5Nb=α1ξbfCbh0≥N为大偏心Nb≤N为小偏心1809大偏心1809大偏心1809大偏心1809大偏心1809大偏心1809大偏心ξ=N/α1fCbh00.1520.1160.3270.2450.5030.362ξ≥2as’/h0(为大偏心)0.1740.1740.1740.1740.1740.174ξ≥2as’/h0(为小偏心)e’=ηei-h/2-as’(mm)157.7530.9————As’=As=Ne’/fy(h0-as’)626.91611————fy’As’——————ξ——————As=As’——633.81677305.91609实配钢筋As—620(1884)—620(1884)—620(1884)ρ=As/bh(%)—0.75—0.75—0.75ρmin(%)0.20.20.2内力组合2层1层M(KN)191.7385.2157.7362.6N(KN)2241157928351961e0=M/N(mm)8624456185ei=e0+ea(mm)10626476205l0/h9.09.09.29.2ξ1=0.5fcA/N≤1.00.801.00.630.91ξ2=1.15-0.01×l0/h≤1.01.01.01.01.0η=1.201.101.231.12366 e=ηei+h/2-as(mm)337.2500.4303.5440.2Nb=α1ξbfCbh0≥N为大偏心Nb≤N为小偏心1809小偏心1809大偏心1809小偏心1809小偏心ξ=N/α1fCbh0—0.480——ξ≥2as’/h0(为大偏心)—0.174——ξ≥2as’/h0(为小偏心)e’=ηei-h/2-as’(mm)————As’=As=Ne’/fy(h0-as’)————fy’As’250562—499744509695ξ0.651—0.7440.579As=As’331.22091352.21811实配钢筋As—720(2200)—620(1884)ρ=As/bh(%)—0.88—0.75ρmin(%)0.20.22、框架柱的斜截面承载力计算1)框架柱剪力设计值见表4.35框架柱剪力设计值表4.35截面位置外柱内柱5层VA60.3VB76.1γREVA51.2γREVB64.64层VA75.5VB84.0γREVA64.1γREVB71.43层VA89.7VB71.2γREVA76.2γREVB60.52层VA88.7VB58.1γREVA75.4γREVB49.41层VA138.8VB123.9γREVA118.0γREVB105.3注:V=1.2(Ml+Mb)/Hn,γRE=0.852)受剪截面要求A柱:0.2βcfcbh0=0.2×1.0×14.3×500×455=650.65KN>γREVAB柱:0.2βcfcbh0=0.2×1.0×14.3×500×455=650.65KN>γREVB3)框架柱斜截面配筋计算见表4.3666 框架柱斜截面配筋计算表4.36截面位置五层四层三层二层一层A柱B柱A柱B柱A柱B柱A柱B柱A柱B柱V(KN)51.264.664.171.476.260.575.449.4118.0105.3N(KN)386.7469.8823.7866.51257.61317.21530.91757.61894.92209.3λ=H0/2h04.9>3.0,取3.03.9>3.0,取3.04.2>3.0,取3.00.3fcbh0(KN)976.0>N,取Nmin976.0V1.75/(λ+1.0)ftbh0+0.07N169175200203210.6Asv构造配筋配筋28@1004.6次梁的设计主梁的截面尺寸为b×h=250mm×650mm次梁的截面几何尺寸与支承情况见图4.18图4.18次梁的几何尺寸及支承情况1、荷载①恒荷载由板传来3.5×3.3=11.55KN/m次梁自重25×0.2×(0.45-0.1)=1.75KN/m梁侧抹灰17×0.015×2×(0.45-0.1)=0.25KN/mgk=13.55KN/m②楼面使用活荷载qk=3.5×3.3=11.55KN/m66 ③荷载组合设计值g+q=1.2gk+1.3qk=1.2×13.55+1.3×11.55=31.28KN/mg+q=1.35gk+1.3×0.7×qk=1.35×13.55+1.3×0.7×11.55=28.8KN/m取g+q=31.28KN/m1、内力计算按塑性内力重分布方法计算次梁内力计算跨度:中间跨l0=ln=6.0-0.25=5.75m边跨l0=ln+a/2=6.0-0.12-0.25/2+0.24/2=5.875m<1.025ln=1.025×5.755=5.9m边跨和中间跨的计算跨度相差:(5.875-5.75)/5.75=0.022<10%故可按等跨连续梁计算内力。剪力计算时跨度取净跨。计算简图见图4.19图4.19次梁的计算简图次梁内力计算见表4.37、表4.38次梁弯矩计算表4.37截面边跨中第一内支座中间跨中中间支座弯矩系数α+1/11-1/11+1/16-1/14M=α(g+q)l²(KN·m)98.1-98.164.63-73.87次梁剪力计算表4.38截面边支座第一内支座(左)第一内支座(右)中间支座剪力系数β0.450.600.550.55V=β(g+q)l0(KN)81.0108.098.9298.9266 1、截面承载力计算次梁跨中截面按T形截面进行计算,其翼缘宽度取二者中的较小值:b"f=l/3=5.75/3=1.92mb"f=b+Sn=0.2+1.8=2.0m故取b"f=1.92m判别各跨中截面属于哪一类T形截面,取h0=450-35=415mm,则:b"fh"ffc(h0-h"f/2)=1920×80×14.3×(415-80/2)=823.68KN·m>98.1KN·m故属于第一类T形截面。支座截面按矩形截面计算,第一内支座截面按两排筋考虑,取h0=450-60=390mm,中间支座按一排筋考虑,取h0=450-35=415mm次梁正截面承载力计算表4.39截面边跨中第一内支座中间跨中中间支座M(KN·m)98.198.164.6373.87α0=M/bh0fc0.020.2260.0140.15ξ=1-(1-2α0)½0.02<ξb=0.550.26<ξb=0.350.014<ξb=0.550.163<ξb=0.55γ0=0.5[1+(1-2α0)½]0.990.870.9930.918As=M/γ0h0fy(mm2)795.9963.7522.8646.3选配钢筋318418118+214212+218实配钢筋面积(mm2)763(差值在5%以内)1017563735次梁斜截面承载力计算表4.40截面边支座第一内支座(左)第一内支座(右)中间支座V(KN)81.0108.098.9298.920.25βcbh0fc296725>V278850>V278850>V296725>V0.7ftbh063910B5、验算进深:L=(12-1)×300+D=6600mm6、验算进空高度:h0>2000mm楼梯混凝土强度采用C30,楼梯板采用HPB235钢筋,梁采用HPB335钢筋楼梯上均布活荷载标准值Qk=3.5KN/㎡6.2踏步板的计算1、确定板厚,梯段板厚度α=tg-1h/b=tg-1150/300=26033’cosα=0.894底板取δ=40mm,计算时板底取h=150/2+δ/cosα=150/2+40/0.894=120mm梯段梁尺寸取b×h=150mm×250mm踏步板计算跨度:l0=(1500-150×2)+150=1350mm=1.35ml0=1.05×(1500-150×2)=1260mm=1.26m,取小值:l0=1.26m2、荷载计算(取1m板宽计算)恒荷载:水磨石面层(0.3+0.15)×0.65=0.293KN/m踏步重0.5×0.3×0.15×25=0.563KN/m66 斜板重1.0/0.894×0.04×0.3×25=0.336KN/m斜板底抹灰1.0/0.894×0.02×0.3×17=0.114KN/mGk=1.306KN/m活荷载:Qk=3.5×0.3=1.05KN/m荷载设计值:p=1.2×1.306+1.4×1.05=3.040KN/mp=1.35×1.306+1.4×0.7×1.05=2.792KN/m取p=3.040KN/m1、内力计算计算跨度:l0=1.26m跨中弯矩:M=1/8×(g+q)l0²=1/8×3.04×1.26²=0.603KN·m4、配筋计算板保护层15mm,h0=t-20=120-20=100mmαs=M/fcmbh0=0.603×106/(14.3×300×100²)=0.014ξ=1-=0.014<ξb=0.614γs=0.5[1+(1-2αs)½]=0.993As=M/γsfyh0=0.603×106/(0.993×210×100)=28.92mm²所以,每一踏步2φ8钢筋(构造配筋),分布钢筋选用φ6@300(构造配筋)6.3梯段斜梁的计算1、荷载计算踏步板传来0.5×1/0.3×3.04×(1.5-0.3)=6.08KN/m斜梁自重25/0.894×1.2×0.15×(0.25-0.04)=1.057KN/m斜板底抹灰17/0.894×1.2×0.02×2×(0.15+0.25-0.04)=0.329KN/mGk=7.466KN/m2、内力计算梁计算跨度:l0=ln+b=3.3+0.2=3.5ml0=1.05ln=1.05×3.3=3.465m取l0=3.5m跨中弯矩:M=1/8×p×l0²=1/8×7.466×3.5²=11.432KN·m水平向剪力:V´=1/2×p×l0=1/2×7.466×3.5=13.066KN斜向剪力:V=V´cosα=13.066×0.894=11.68KN3、配筋计算梯段斜梁按倒L形计算:b´f=b+5h´f=150+5×40=350mm,h0=250-35=215mmαs=M/fcmbh0=1.432×106/(14.3×350×215²)=0.049ξ=1-=0.051<ξb=0.550γs=0.5[1+(1-2αs)½]=0.975As=M/γsfyh0=11.432×106/(0.975×300×215)=181.8mm²选配214钢筋(As=308mm²)Vcs=0.7ftbh0=0.7×1.43×150×215=32.28KN所以,构造配筋选用φ6@20066 6.4平台板的计算1、确定板厚取板厚h=80mm,板跨度l0=1.53-0.1+0.05=1.48m,取1m宽板带进行计算2、荷载计算恒荷载:平台板自重(板厚80mm)0.08×1×25=2.0KN/m平台板底抹灰0.02×1×17=0.34KN/m水磨石面层0.65KN/mGk=2.99KN/m活荷载:Qk=3.5KN/m荷载设计值:p=1.2×2.99+1.4×3.5=8.488KN/mp=1.35×2.99+1.4×0.7×3.5=7.467KN/m取p=8.488KN/m3、内力计算跨中弯矩M=ql0²/8=1/8×8.488×1.48²=2.324KN·m4、配筋计算板保护层15mm,有效高度h0=80-20=60mmαs=M/fcmbh0=2.324×106/(14.3×1000×60²)=0.045ξ=1-=0.046<ξb=0.614γs=0.5[1+(1-2αs)½]=0.977As=M/γsfyh0=2.324×106/(0.977×210×60)=188.8mm²所以,受力钢筋选用φ8@200(实配As=251mm²),分布钢筋选用φ8@250(构造配筋)。6.5平台梁的计算1、确定梁尺寸取梁宽b=200mm,高h≥150+250/0.894=429.6mm,取h=450mm梁跨度:l0=ln+b=(1.5×2+0.06)+0.2=3.26ml0=1.05ln=1.05×(1.5×2+0.06)=3.213m取l0=3.26m2、荷载计算平台板传来8.488×[1.33/2+0.2]=7.34KN/m梁自重1.2×0.2×(0.45-0.08)×25=2.22KN/m梁侧抹灰1.2×0.02×(0.2+0.45-0.08)×2×17=0.47KN/m均布荷载设计值Gk=10.03KN/m由梯段斜梁传来的集中荷载设计值:1/2pl0=1/2×7.466×3.5=13.066KN/m3、内力计算跨中弯矩:Mmax=42.68×3.3/2-1/8×10.03×3.3²-13.066×(1.35+0.21/2+0.21/2)=36.39KN/m支座反力:Vmax=1/2×10.03×3.3+2×13.066=42.68KN/m4、配筋计算66 1)正截面受弯承载力计算(按第一类倒L型截面计算)ho=450-35=415mm,b=200mm,b´f=b+5h´f=200+5×80=600mmαs==36.39×106/(14.3×600×415²)=0.025ξ=1-=1-(1-2×0.025)1/2=0.025<ξb=0.550γs=0.5[1+(1-2αs)½]=0.987As=M/γsfyh0=36.39×106/(0.987×300×415)=296mm²选配216钢筋(As=402mm²)2)斜截面受剪承载力计算Vc=0.7ftbho=0.7×1.43×200×415=124.62KN>V=42.68KN按构造配置箍筋φ6@200。第七章雨蓬板的设计7.1雨蓬板的抗弯承载力计算(取1米板宽)1、荷载设计恒荷载:20mm厚水泥砂浆面层0.02×1×20=0.4KN/m板自重(0.15+0.3)/2×1×25=5.625KN/m板底抹灰0.015×1×17=0.26KN/m恒荷载标准值gk=6.285KN/m恒荷载设计值g=1.2×6.285=7.542KN/m活载:均布活载设计值q=1.4×0.7=0.98KN/m(按不上人钢筋混凝土屋面考虑)施工或检修集中荷载设计值:P=1.4×1=1.4KN(F=1KN)2、内力计算(a)情况:M=(1/2)×(g+q)l02=(1/2)×(7.542+0.98)×2.12=18.79KN·m(b)情况:M=(1/2)gl02+密度×l0=(1/2)×7.542×2.12+1.4×2.1=19.57KN·m取较大值M=19.57KN·m3、配筋计算h0=h-20=300-20=280mmas=M/a1fcbh02=19.57×106/(1.0×14.3×1000×2802)=0.017ξ=1-=0.017<ξb=0.614γs=0.5[1+(1-2αs)½]=0.991As=M/γsfyh0=19.57×106/(0.991×210×280)=336mm²66 受力钢筋选用φ8@100(As实=503mm2),分布钢筋采用φ8@2007.2雨篷梁在弯、剪、扭作用下的承受力设计(b×h=240mm×450mm)h0=450-35=415mm1、抗弯计算a)均载计算过梁上墙高hw=0.6+0.45=1.05m0.7ft=0.7×1.43=1.001N/mm2,∴受扭钢筋应按计算配置d)抗剪强度计算剪扭构建混凝土强度降低系数:βt=1.5/[1+0.5×(V/T)×(Wt/bh0)]=1.5/(1+0.5×0.592/2.948)=1.363>1.0故取βt=1.0,代入抗剪强度计算式:V≤0.07×(1.5-βt)fcbh0+1.5fyv(Asv/S)×h0即59040≤0.07×(1.5-1.0)×1.43×240×415+1.5×210×(Asv/S)×415即Asv/S≥0.070,假设S=150mm,配置φ6双肢箍Asv=57mm2e)抗扭强度验算假设ζ=1.2,Acor=bcorhcor=(240-50)×(450-50)=190×400=76000mm2ucor=2×(bcor+hcor)=2×(190+400)=1180mm代入抗扭强度计算式:T<=0.35βtftWt+1.2(ζ)1/2fyvAsvtAcor/s31.41×106≤0.35×1.0×1.43×10.656×106+1.2×(1.2)1/2×(210×Asvt/S)×76000即Asvt/S≥1.243,箍筋直径选用φ10,则S≤157/1.243=126mm,取S=120mm计算抗扭强度所需纵筋截面面积AstAst=ζfyvAsvtucor/fys=1.2×300×157×1180/(300×120)=1852.6mm因此置于梁截面上部纵向钢筋As=1853/2=927mm2,选用418(As=1017mm2)置于梁截面下部纵向钢筋As+Ast/2=1180+1853/2=2107mm2,选用428(As=2463mm2)66 图7.1雨蓬配筋图第八章条形基础设计8.1基础截面选择1、肋梁尺寸图8.1条形基础剖面图1)肋梁宽度bb≥柱宽+100mm=500+100=600mm,取b=600mm,翼板宽度b´f可取为3000mm2)肋梁高度:宜为柱距的1/4~1/6,h=(1/4~1/6)×6000=1000~1500,取h=1000mm,采用倒梁法3)端部做法:端部方向外伸出,伸出长度为第一跨距的0.25~0.3倍,取(0.25~0.3)×3300=825~990,取900mm4)翼板尺寸(坡度1:3)66 将柱传下来的内力标准值均布于柱间梁长上,则每米梁长承受:Nk=2845.9/6.0=474.3KN/m,Mk=47.2/6.0=7.9KN,Vk=30.9/6.0=5.2KN/m则在每米长的翼板上p=ΣN/bl=(474.3+7.9+5.2)/3×1.0=162.5KPa≤1.2fa=216KPa∴满足翼缘挑出部分应进行冲切验算:ps,max=N/A+M/W=474.3+(47.2+30.9×1.3)/6.0×3.0²/6=484.0KPaps,min=N/A-M/W=464.6KPah0=650-50=600mm,bt=bb=bm=1mFl=ps,max×Al=484×(1.5-0.3-0.6)=290.4KN<0.7βhftbmh0=0.7×0.96×1.43×1.0×0.6×1000=576.6KN8.2条形基础计算1、条形基础内力计算计算荷载采用均布荷载值P=2845.9/6.0=474.3KN/m图8.2条形基础内力计算简图66 1、条形基础纵向受力钢筋计算见表8.1条形基础纵向受力钢筋计算表8.1截面位置边支座边跨中第一内支座中间跨中中间支座截面形式矩形一类T形矩形一类T形矩形b×h0600×9003000×900600×9003000×900600×900M(KN·m)192.147.7948.9834.41527.8ξ0.0280.0010.1470.0240.251As(mm2)600107315325745384选配钢筋(mm2)2252257255251125实配钢筋(mm2)982982343624545400注:混凝土强度等级为C30,HRB400级3、斜截面受剪计算hw/b=900/600=1.5<4,0.25fcbh0=0.25×14.3×600×900=1930.5KN>V∴受剪截面满足要求V=0.7ftbh0+1.25fyvh0Asv/SAsv/S=(1011.9×10³-0.7×1.43×600×900)/(1.25×300×900)=1.4选用10用肢箍,S=4×78.5/1.4=225mm,取S=100mm配置在距支座l0/3=3000/3=1000范围内而跨中则采用S=200mm4、翼缘底板配筋按悬臂板设计,取单位长度1m,则M=484.0×1.5²/2=544.5KN·mξ=0.112,As=ξfcbh0/fy=0.112×14.3×1000×600/300=3203mm2选用20@100(As实=3140mm2),分布钢筋采用φ10@150参考文献:[1]梁兴文,土木工程专业毕业设计指导,科学出版社,2002-07[2]丘洪兴,建筑结构设计,东南大学出版社,2002-03[3]周克荣,混凝土结构设计,同济出版社,2001-03[4]丰定国,抗震结构设计,武汉工业大学出版社,2001-09[5]雄丹安,建筑结构,华南理工大学出版社,2003.04[6]王祖华,混凝土与砌体结构(上、下),华南理工大学出版社,2000.01[7]杨志永,工民建专业毕业设计手册,武汉工业大学出版社,1997.0866 [8]《建筑结构荷载规范》GB50009-2001[9]《建筑抗震设计规程》GBJ08-9-92(上海市标准)[10]《混凝土结构设计规范》GB50010-2002[11]《地基基础设计规范》DBJ08-/11-1999(上海市标准)[12]《房屋建筑学》武汉理工大学出版社66'