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南京工业大学毕业设计(论文)1第2章框架结构布置及计算简图2.1确定计算简图2.1.1计算单元取⑤轴线横向框架进行计算,计算单元宽度为14m。假定底层柱下端固定于基础,初步确定基础采用柱下独基,基础置于第二层粘土层上,基地标高为设计相对标高-2.1m。柱子高度底层为:m2.55.0-1.26.31h(初步假定基础高度为0.5m),二至五层柱高9.3~52hh。柱节点刚接,横梁的计算跨度取至柱中心至中心间距离,三跨分别为6300、2400、6300。计算简图见图2-1。图2-1计算简图22.2梁、柱截面尺寸2.2.1框架柱查《建筑抗震设计规范》,此工程框架抗震等级为三级,柱轴压比限值为0.85。竖向荷载的轴压力估计值kNsCNNC64.2411)2/2.72/2.7(2/4.22/3.61451.114n1.1,所以mmA.AAcc4.44541.1983.1485.0642411101033,,初选截面500500bhmmmm。2.2.2框架梁边跨梁:h取8l~12l取h=600mm;取b=200mm;中跨梁:h取8l~12l取h=400mm;取b=200mm;次梁:h取8l~12l取h=400mm;取b=150mm;纵向连系梁:h取8l~12l取h=700mm;取b=300mm;2.3材料强度等级混凝土:采用C30级。钢筋直径12的采用HRB335钢筋,其余采用HPB235钢筋。南京工业大学毕业设计(论文)32.4荷载计算以⑤轴线横向框架为计算分析对象。⒈屋面横梁竖向线荷载标准值图2-2荷载计算简图2.4.1恒载计算屋面恒载:60厚1:6水泥矿渣隔热层2/5.12506.0mKN防水层2/40.0mKN20厚1:3水泥砂浆找平层23/40.0/2002.0mKNmKNm110厚现浇钢筋混凝土板23/75.2/2511.0mKNmKNm10厚纸筋石灰粉平顶,刷二度白23/16.0/16010.0mKNmKNm屋面恒荷载标准值:2/242.5mKN4梁自重边跨AB、CD跨:0.2×0.6×25=3kN/m梁侧粉刷2×(0.6-0.11)×0.02×17=0.33kN/m3.33kN/m中跨BC跨0.2×0.4×25=2kN/m梁侧粉刷2×(0.4-0.11)×0.02×17=0.20kN/m2.20kN/m次梁0.15×0.4×25=1.5kN/m梁侧粉刷2×(0.4-0.11)×0.02×17=0.20kN/m1.70kN/m作用在顶层框架梁上的线活荷载标准值为:梁自重:g5AB1=g5CD1=3.33kN/m,g5BC1=2.20kN/m板传来的荷载:g5AB2=g5CD2=5.242×6.3=33.02KN/Mg5BC2=5.242×2.4=12.58KN/M(2)活载(图2-2a)作用在顶层框架梁上的线荷载标准值为:q5AB=q5CD=0.7×6.3=4.41KN/Mq5BC=0.7×2.4=1.68KN/M2.4.2楼面横梁竖向线荷载标准值(1)恒载(图2-2b)水泥花砖地面0.6kN/m2110厚钢筋混凝土楼板0.11×25=2.75kN/m212厚底粉刷0.012×16=0.192kN/m2楼面横载标准值3.542kN/m2边跨(AB、CD)框架梁自重3.33kN/m中跨(BC)梁自重2.20kN/m作用在楼面层框架梁上的线荷载标准值为:梁自重:gAB1=gCD1=3.33kN/m南京工业大学毕业设计(论文)5gBC1=2.20kN/m板传来的荷载:gAB2=gCD2=3.542×6.3=22.31kN/mgBC2=3.542×2.4=8.50kN/m(2)活载(图2-3)楼面活载:qAB=qCD=2.0×6.3=12.6kN/mqBC=2.5×2.4=6kN/m2.4.3屋面框架节点集中荷载标准值(1)恒载边跨连系梁自重0.3×0.7×7.2×25=37.80kN粉刷2×(0.7-0.11)×0.02×7.2×17=2.89kN1.2m高女儿墙1.2×7.2×2.36=20.39kN粉刷1.2×2×0.02×7.2×17=5.88kN连系梁传来屋面自重Nk40.768.17.23.62/12/18.16.32/1224.5)(次梁自重kN35.5697.13.62/12/12粉刷2×(0.7-0.11)×0.02×7.2×17=0.62kN顶层边节点集中荷载G5A=G5D=149.33KN中柱连系梁自重0.3×0.7×7.2×25=37.80kN粉刷2×(0.7-0.11)×0.02×7.2×17=2.89kN6次梁自重2×1/2×1/2×6.3×1.697=5.35kN连系梁传来屋面荷载kN13.1148.17.23.621-2.14.221-2.724.223.624.5顶层节点集中荷载G5B=G5C=160.79kN2)活载kNQQDA10.211.82.716.321211.83.62120.755kNQQQCB25.158.17.23.621-2.14.221-2.724.223.67.0552.4.4楼面框架节点集中荷载标准值(1)恒载边柱连系梁自重:37.80kN粉刷2.89KN钢窗自重2×1.5×2.1×0.4=2.52kN窗下墙体自重2×(3.6-0.25)×(3.9-0.7-2.1)×2.36=17.39kN粉刷2×2×3.35×1.1×0.02×17=5.01kN窗边墙体自重2×2.1×(3.35-1.5)×2.36=18.34kN粉刷2×2×2.1×(3.35-1.5)×0.02×17=5.28kN连系梁传来楼面自重3.542×2×[1/2×3.6×1.8+1/2×(6.3+2.7)×1.8]=51.61kN140.84kN中间层边节点集中荷载GA=GD=140.84kN框架柱自重:G’A=G’D=0.5×0.5×3.9×25=24.38kN中柱连系梁自重:37.80kN粉刷:2.89kN内墙自重(忽略门窗)2×(3.6-0.25)×(3.9-0.7)×2.36=50.60kN粉刷2×2(3.6-0.25)×(3.9-0.7)×0.02×17=7.29kN连系梁传来楼面自重3.54×[(6.3÷2+2.4÷2)×7.2-1/2×2.4×1.2-1/2×(6.3-2.7)×1.8]=77.10kN175.68kN南京工业大学毕业设计(论文)7中间层中节点集中荷载GB=GC=175.68kN柱传来的集中荷载GB′=GC′=24.38kN(2)活载QA=QD=2.0×2×[(1/2×3.6×1.8+1/2×1/2×(6.3+2.7)×1.8]=29.17kNQB=QC=2.04×[(6.3÷2+2.4÷2)×7.2-1/2×2.4×1.2-1/2×(6.3+2.7)×1.8]=43.57kN2.5风荷载已知基本风压w0=0.4KN/M2,,本工程为镇江某办公楼,地面粗糙度属B类,按荷载规范wk=βzμsμzw0.。风载体型系数μs:迎风面为0.8,背风面-0.5,因结构高度H=21.330,(从室外地面算起);取风振系数βz=1.0.8层次βzμsZ(m)μzW0(KN/M2APi(kN)51.01.320.11.2530.4022.6814.7841.01.316.21.1660.4028.0817.0331.01.312.31.0640.4028.0815.5421.01.38.41.00.4028.0814.6011.01.34.50.90.4044.2820.722.6地震作用2.5.1建筑物总重力荷载代表值Gi的计算2.5.2集中于屋盖处得质点重力荷载代表值G5:50%雪载:0.5×0.35×60.60×15=157.66kN南京工业大学毕业设计(论文)9屋面恒载:5.24×60.60×15=476.32kN横梁:(3.33×6.3×2+2.20×2.4)×10+(1.70×6.3×2)×7=622.32kN纵梁:(37.8+2.89)×7×4+(0.3×0.7×5.1×25+2+10.7-0.11)×0.02×5.1×17)×4×2=1369.89kN女儿墙:1.2×2.36×(60.6+15)×2=428.20kN柱重:0.5×0.5×2.5×1.95×40+0.3×0.3×25×1.95×2=496.28kN横墙:2.36×[34×6.3×1.95+(2.4×1.95-1.8×3.0÷2)]=995.09kN纵墙:(7.2×1.95-1.5×2.1)×2.36×14+7.2×1.95×13+(5.1×1.95×3+3.6×1.95=658.19kN钢窗:32×1.5×2.1×1/2×0.4=20.16kNG5=5224.11kN2.5.3集中于三、四、五层处得质点重力荷载代表值G4~G2:50%楼面活0.5×[60.6×2.4×2.5+5.1×6.3×2.5+3.6×6.3×2.5+(60.6×6.3+51.9×6.3)×2.0]=959.06kN楼面恒载:3.54×60.6×15=3217.86kN横梁:622.32kN纵梁:1369.89kN柱重:496.28×2=992.56kN横墙:995.09×2=1990.18kN纵墙:658.19×2=1316.38kN钢窗:20.16×2=40.32kNG4=G3=G2=10508.57KN2.5.4集中于二层处重力荷载标准值G1:50%楼面活载:959.06kN楼面恒载:3217.86kN横梁:622.32kN纵梁:1369.89kN柱重:0.5×0.5×25×(2.6+1.95)×40+0.3×2.3×25×(2.6+1.95)×2=1157.97kN横墙:995.09+995.09×2.6/1.95=2268.54kN纵墙:658.19+658.19×2.6/1.95=1535.78kN钢窗:40.32kNG1=11171.74KN102.5.5地震作用计算4.2.1框架柱的抗侧移刚度:在计算梁.柱线刚度时,应考虑楼盖对框架梁的影响,在现浇楼盖中,在计算梁、柱刚度时,中框架梁的抗弯惯性矩I=2I0;边框架梁取I=1.5I;在装配整体式楼盖中,中框架梁的抗弯惯性矩I=1.5I0;边框架梁取I=1.2I0,I0为框架梁按矩形截面计算的截面惯性矩。横梁、柱的线刚度见表2-1。梁、柱线刚度表2-1杆件截面尺寸Ec(kN/mm2)Io(mm4)I(mm4)L(mm)i=EcI/L(kN.mm)相对刚度B(mm)H(mm)边框架梁200600303.6×1095.4×10963002.57×1071边框架梁200400301.1×1091.65×10924002.06×1070.802中框架梁200600303.6×1097.2×10963003.42×1071.333中框架梁200400301.1×1092.2×10924002.75×1071.070底层框架柱1500500305.2×1095.5×10952003.00×1071.167中层框架柱1500500305.2×1095.2×10939004.00×1071.556底层框架柱2300300300.675×1091.35×10952000.78×1070.303中层框架柱2300300300.675×1091.35×10939001.04×1070.404中层框架架150400300.80×1091.6×10963000.76×1070.297框架柱横向侧移刚度D值表2-2项目K=∑iC/2iz(一般层)K=∑ic/iz(底层)αc=K/(2+K)(一般层)αc=(0.5+K)/(2+K)(底层)D=αciz(12/h2)根数层柱类型及截面二至五层边框架边柱(500×500)0.640.247.574边框架中柱(
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