某工程大樓雨蓬鋼結(jié)構(gòu)計算書

PAGEPAGE35雨蓬鋼結(jié)構(gòu)設(shè)計第一部分、工程概況計算說明工程名稱：大樓幕墻工程工程地點(diǎn)：唐海市結(jié)構(gòu)類型：鋼筋混凝土框架結(jié)構(gòu)建筑高度：m基本風(fēng)壓：0.40KN/m2基本雪壓：0.35KN/m2地面粗糙度類型：B類；抗震設(shè)計烈度：7度，設(shè)計地震基本加速度0.15g；年溫差最大值:808C第二部分、計算書設(shè)計依據(jù)《不銹鋼冷軋鋼板》GB/T3280-1992《鋁及鋁合金軋制板材》GB3380-1997《建筑結(jié)構(gòu)可靠度設(shè)計統(tǒng)一標(biāo)準(zhǔn)》GB50068-2001《建筑結(jié)構(gòu)荷載規(guī)范》GB50009-2001《混凝土結(jié)構(gòu)設(shè)計規(guī)范》GB50010-2002《建筑抗震設(shè)計規(guī)范》GB50011-2001《鋼結(jié)構(gòu)設(shè)計規(guī)范》GB50017-2003《碳素結(jié)構(gòu)鋼》GB/T700-1988《中國地震烈度表》GB/T17742-1999《硅酮建筑密封膠》GB/T14683-2003《建筑幕墻空氣滲透性能測試方法》GB/T15226-1994《建筑幕墻風(fēng)壓變形性能測試方法》GB/T15227-1994《建筑幕墻雨水滲透性能測試方法》GB/T15228-1994《鋁合金建筑型材》GB/T5237-2004《建筑幕墻》JG3035-1996《冷彎薄壁型鋼結(jié)構(gòu)設(shè)計規(guī)范》GB50018-2002《玻璃幕墻工程技術(shù)規(guī)范》JGJ102-2003《建筑玻璃應(yīng)用技術(shù)規(guī)程》JGJ113-2003《建筑結(jié)構(gòu)靜力計算手冊》（第二版）《鋁合金窗》GB/T8479-2003《金屬與石材幕墻工程技術(shù)規(guī)范》JGJ133-2001甲方所提供圖紙及要求！第三部分、主要材料設(shè)計指標(biāo)1、Q235-B鋼抗拉、抗壓、抗彎強(qiáng)度設(shè)計值f=215N/mm2抗剪強(qiáng)度設(shè)計值fv=125N/mm2局部承壓強(qiáng)度設(shè)計值fab=320N/mm2彈性模量E=2.06×105N/mm2線膨脹系數(shù)α=1.20×10-5重力體積分布ρ=78.5KN/m3泊松比ν=0.302、結(jié)構(gòu)用不銹鋼(0Gr18Ni9)屈服強(qiáng)度f≥206N/mm2抗拉強(qiáng)度設(shè)計值fa=320N/mm2抗剪強(qiáng)度設(shè)計值fv=245N/mm2局部承壓強(qiáng)度設(shè)計值fsbr=279N/mm2彈性模量E=2.06×105N/mm2線膨脹系數(shù)αg=1.8×10-5重力體積密度ρS=78.5KN/m3泊松比ν=0.33、普通螺栓（4.6級、4.8級）抗拉強(qiáng)度設(shè)計值ft=170N/mm2抗剪強(qiáng)度設(shè)計值fv=140N/mm24、焊縫（E43型焊條、Q235-B鋼第1組）角焊縫抗拉、抗壓和抗剪強(qiáng)度設(shè)計值f1w=160N/mm2對接焊縫抗壓強(qiáng)度設(shè)計值fcw=215N/mm2對接焊縫抗拉和抗彎強(qiáng)度設(shè)計值（三級）ftw=185N/mm2對接焊縫抗剪強(qiáng)度設(shè)計值fww=125N/mm25、結(jié)構(gòu)硅酮密封膠短期強(qiáng)度允許值:f1=0.20N/mm2長期強(qiáng)度允許值：f2=0.01N/mm2第四部分、鋼結(jié)構(gòu)雨蓬計算本部分雨蓬結(jié)構(gòu)采用500×200×8×14mmH型鋼為主梁，橫向采用120×60×5矩型鋼管為次梁，組成玻璃光頂?shù)膭偧苤误w系,計算標(biāo)高5.100米，雨蓬頂面玻璃采用框架支撐形式，因此玻璃剛架受力采用集中荷載輸入。雨蓬外緣包鋁單板3.0mm，在邊緣采用線荷載輸入。鋼結(jié)構(gòu)懸挑最大約為11.6m。但在前端2.65m位置加設(shè)二根鋼柱作為支撐，其中最大柱距近14.000m。詳見施工圖和附圖。計算采用美國STAAD/pro2003有限元結(jié)構(gòu)計算軟件，取整體建模計算，該軟件為國家行業(yè)標(biāo)準(zhǔn)認(rèn)可，符合現(xiàn)行標(biāo)準(zhǔn)。平面圖如下所示：附圖：雨蓬平面圖附圖：雨蓬剖面圖二、荷載計算1、自重荷載計算恒荷載：(1)3.0mm鋁單板GGK=2×（3.0）×28.0×10-3=0.0168KN/m2加附件取GGK=0.17KN/m2(2)8+1.14（PVB）+8mm鋼化夾膠玻璃GGK=（16.0）×25.6×10-3=0.41KN/m2加附件取GGK=0.56KN/m2(3)鋼結(jié)構(gòu)自重由程序自動加載。2、風(fēng)荷載計算風(fēng)荷載計算高度5.000m，C類W0：基本風(fēng)壓按《建筑結(jié)構(gòu)荷載規(guī)范》GB50009-2001附表D.4取值：0.40KN/m2βgz：瞬時風(fēng)壓的陣風(fēng)系數(shù)按《建筑結(jié)構(gòu)荷載規(guī)范》GB50009-2001表7.5.1條?。?.88μs：風(fēng)荷載體型系數(shù)按《建筑結(jié)構(gòu)荷載規(guī)范》GB50009-2001表7.3.1第24項：-2.0（方向豎直向上）；μZ：風(fēng)荷載高度變化系數(shù)按《建筑結(jié)構(gòu)荷載規(guī)范》GB50009-2001表7.2.1條取值：1.0γW:風(fēng)荷載作用效應(yīng)的分項系數(shù)1.4WK=βgzμsμzW0＝1.88×（-2.0）×1.0×0.40=-1.50KN/m2（向上）設(shè)計值：W=1.4W0＝1.4×1.50=-2.1KN/m2向上。3、雪荷載計算S0：基本雪壓按《建筑結(jié)構(gòu)荷載規(guī)范》GB50009-2001附表D.4?。?.40KN/m2μr：積雪分布系數(shù)按《建筑結(jié)構(gòu)荷載規(guī)范》GB50009-2001表6.2.1第1項取：1.0雪荷載標(biāo)準(zhǔn)值:SK=μr×S0=1.0×0.40=0.40KN/m24、施工或檢修活荷載對頂部玻璃面板，取0.50KN/m2的均布荷載；5、地震荷載計算1)、水平地震荷載標(biāo)準(zhǔn)值計算αmax：水平地震影響系數(shù)最大值，取αmax=0.12按《玻璃幕墻工程技術(shù)規(guī)范》JGJ102-2003第5.3.4條βE：動力放大系數(shù)，取βE=5.0按《玻璃幕墻工程技術(shù)規(guī)范》JGJ102-2003第5.3.4條qEK：作用在幕墻上的地震荷載標(biāo)準(zhǔn)值計算qEK=βE·αmax·GGK=5.0×0.12×Gyp(KN/m2)其中，Gyp為雨蓬等效總重力。2)、豎向地震荷載標(biāo)準(zhǔn)值計算αmax：水平地震影響系數(shù)最大值，取αmax=0.12按《建筑抗震設(shè)設(shè)計規(guī)范》GBB500111-20001第5.3.11條qEK：作用在幕幕墻上的地地震荷載標(biāo)標(biāo)準(zhǔn)值計算算qey=αmaxx·Gyp=0.122×Gyp(KN//m2)其中，Gyp為為雨蓬等效效總重力。在程序計算時，地地震作用影影響可由程程序自動組組合計算。6、荷載效應(yīng)組合工況一：1.44風(fēng)荷載+1.0玻璃自重重（大面）或或1.4風(fēng)荷載+1.0鋁板自重重（邊緣）豎向線荷載組合合設(shè)計值：：大面：按玻璃計計。qy1=-2..1+0..56=-1.54kN/m.向上。作用于結(jié)構(gòu)節(jié)點(diǎn)點(diǎn)荷載：（中中部玻璃位位置）Fy1=1.554X2..86X11.2=55.28kN.向上。注：：荷載計算算分格取玻玻璃板塊的的平均值。邊緣：按鋁板計計qy2=-2..1+0..17=--1.933kN//m.向上。作用于結(jié)構(gòu)線荷荷載：qy2=1.933×2.455=4.773kNN/m.向上。注：：荷載計算算分格取鋁鋁板板塊的的平均值。結(jié)構(gòu)自重由程序序自動計算算，分項系系數(shù)1.0。工況二：豎向荷載：1..35玻璃璃自重+00.7×1.4活荷載荷載組合設(shè)計值值大面：玻璃位置置自重計。qy3=1.335X0..56+00.7X11.4X00.5=11.25kkN/m22（向下）作用于結(jié)構(gòu)節(jié)點(diǎn)點(diǎn)荷載：Fy3=1.225X2..86X11.2=44.29kN.向下邊緣：鋁板位置置qy4=1.335X0..17+0..7X1..4X0..5=0..72kNN/m2（向下）作用于結(jié)構(gòu)線荷荷載：qy4=0.772×2..45=11.76kN/m.向下故計算分別取兩兩種工況LLOAD11/LOAAD2進(jìn)行行。二、結(jié)構(gòu)計算及及結(jié)果根據(jù)上圖所示，主梁采用鉸接形式與主體結(jié)構(gòu)相連；鋼結(jié)構(gòu)自重由程序自動加載！結(jié)構(gòu)計算簡圖如如下程序所示工況一：受風(fēng)荷荷載向上。計算結(jié)果如下：：JobInfformaationnEngineeerCheckeddApproveedName:Date:11-May--07StructuureTTypeSPACEFFRAMEENumberofNNodess123HighesttNodde123NumberofEElemeents224HighesttBeaam224NumberofBBasiccLoaadCaases2NumberofCCombiinatiionLLoadCasees0Includeedinnthiisprrintooutaareddatafor::AllTheWhooleSStrucctureeIncludeedinnthiisprrintooutaarerresulltsfforlloadcasees:TypeL/CNamePrimaryy1WINPrimaryy2LOADWholeSStruccturee(Innputdataawassmoddifieedaffterpictturetakeen)WholeSStruccturee(Innputdataawassmoddifieedaffterpictturetakeen)WholeSStruccturee(Innputdataawassmoddifieedaffterpictturetakeen)WholeSStrucctureeWholeSStrucctureeWholeSStrucctureeWholeSStrucctureeWholeSStrucctureeWholeSStrucctureeWholeSStrucctureeWholeSStrucctureeWholeSStrucctureeWholeSStrucctureeNodeDiisplaacemeentSSummaaryNodeL/CX(m)Y(m)Z(m)Resultaant(m)rX(rad)rY(rad)rZ(rad)MaxX82:LOA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