管道公共支架計(jì)算書(shū)

管道公共支架計(jì)算支吊架計(jì)算校核公共支吊架有如下形式承重：一、雙層管道支吊架局部由于橫擔(dān)越長(zhǎng)對(duì)支架的受力扭矩越大，也就是較為惡劣的工況，所以 支架寬度依據(jù)最惡劣工況為1650mm、吊腳長(zhǎng)度依據(jù)2100mm核算.兩層之間高度為400mm.ADN273De1102根，DN48DN34BDN273De400UPVCDe110UPVC600*150De1104De902DN60CDe1102DN48DN34D600*150De110422一根。950mm、1550mmEDe110UPVC2DN48DN34管道一根。FDe110UPVC2DN48GDe110UPVC21HDe110UPVC2管架最惡劣工況為AG。所以只需對(duì)AG公共支吊架的強(qiáng)度校核De400UPVCDe110UPVCDe11042DN602100mm1650mm,400mm.管道支吊架跨距校核LMAX

2.241qtq——管道單位長(zhǎng)度計(jì)算荷載，N/m,q=管材重+保溫重+附加重，選用De400UPVC的管道進(jìn)展復(fù)合計(jì)算，約為1000N/m。W——管道斷面抗彎矩，cm31qt0.6。t——許用應(yīng)力，57MPa。代入公式LMAX

110001100016300.6572.4-2.6m,完全符合設(shè)計(jì)要求。膨脹螺栓剪切應(yīng)力校核G041×41CG0’41×41CG5為管道5G6為管道6G7為管道7G8為管道841×41CF241×41C拉桿作用于橫桿的拉力。G027.7N/m,因此G0=1.65×27.7=45.7N=G0’G1、G2、G5、G6539N/m,近似認(rèn)為G1=2.6×539=1402N=G2=G5=G6G3、G4：水管單位長(zhǎng)度重量328N/m 近似認(rèn)為G3=2.6×328=855N=G4G7289N/m近似認(rèn)為G7=2.6×289=752NG8:500N/m近似認(rèn)為G8=2.6×500=1300NG9：1354N/mG9=2.6×1354=3520NG10103N/mG10=2.6×103=268NF1+F2=G0+G0’+G1+G2+G3+G4+G5+G6+G7+G8+G9+G10=14437NF1×1650×2=G1×(1650-160)+G2×〔1650-360〕+G3×〔1650-510〕+G4×〔1650-660〕+G0×825+G5×790+×660+G10×165可得F1=3729NF2=10708N，因此選用F2拉桿聯(lián)接的鋼板上布置8個(gè)螺栓，擬選用M1下面進(jìn)展強(qiáng)度校核，F(xiàn) 1 1 8 410708 8 43.140.0083762=24.3MPa，剪切力≤[]=0.60[]]=

s s

為屈服強(qiáng)度(對(duì)強(qiáng)度s3.6240MPa)ns

2.5。=24.3MPa≤0.60×240÷2.5=57.6MPa，因此可以選擇M103.6。F2F2=107084141的CA=245.1mm2拉應(yīng)力=F2/A=10708/(245.1×106)=46.7MPa<t=175.3MPa,因此所選C橫梁的彎曲強(qiáng)度校核橫截面上各點(diǎn)彎曲正應(yīng)力計(jì)算公式MyIZM——計(jì)算點(diǎn)的彎矩I ——是橫截面對(duì)中性軸Z軸的慣性矩。Zy——是欲求正應(yīng)力的點(diǎn)到中性軸的距離，計(jì)算中取最大值21mm。41×41的CIZ對(duì)于G1M=3729×0.16=596.7N·m，MyI

為=7.33×107m4。Z=596.7×0.021/〔7.33×107)=17.1MPa<t175.3MPa,對(duì)于G2M=3729×0.36-1402×0.2=1062N·m，MyIZ=1062×0.021/〔7.33×107)=33.8MPa<t175.3MPa,對(duì)于G3M=3729×0.66-1402×0.35-855×0.15=1842N·m，MyIZ=1842×0.021/〔7.33×107)=52.8MPa<t175.3MPa,對(duì)于G4點(diǎn)，M=37290.81-14020.5-8550.3-8550.15=1935N·m，MyIZ=1935×0.021/〔7.33×107)=55.5MPa<t175.3MPa,對(duì)于G0點(diǎn)，M=3729×0.975-1402×0.665-855×0.465-855×0.315-45.7×0.165=2028N·m，MyIZ=2028×0.021/〔7.33×107)=58.1MPa<t175.3MPa,對(duì)于G5點(diǎn)，M=37291.01-14020.7-8550.5-8550.35-45.7×0.2-1402×0.035=2023N·m，MyIZ=2023×0.021/〔7.33×107)=57.8MPa<t175.3MPa,對(duì)于G6×0.5-1402×0.335-1402×0.3=1329N·m，MyIZ=1329×0.021/〔7.33×107)=38.1MPa<t175.3MPa,對(duì)于G7×0.7-1402×0.535-1402×0.5-752×0.2=733N·m，MyIZ=733×0.021/〔7.33×107)=21MPa<t=175.3MPa,對(duì)于G8M=3729×0.375=1399N·m，MyIZ=1399×0.021/〔7.33×107)=40.1MPa<t175.3MPa,對(duì)于G0’點(diǎn)，M=3729×0.825-1300×0.45=3056N·m，MyIZ=2492×0.021/〔7.33×107)=71.4MPa<t175.3MPa,對(duì)于G9點(diǎn)，M=3729×0.99-1300×0.615-45.7×0.165=2884N·m，MyIZ=2884×0.021/〔7.33×107)=82.6MPa<t175.3MPa,G10M=3729×1.485-1300×1.11-45.7×0.66-1402×0.495=3370N·m，MyIZ=3370×0.021/〔7.33×107)=95.55MPa<t=175.3MPa,綜上所述架，所選拉桿和橫擔(dān)與所校核支吊架一樣，并且所承受的負(fù)荷更小，因此亦不需另外計(jì)算。二、所選吊桿為41*41的C41*41的CDe110UPVC2DN48DN34橫擔(dān)自重?zé)o視不計(jì)〔見(jiàn)細(xì)部圖〕受力簡(jiǎn)圖如下〔橫擔(dān)自重?zé)o視不計(jì)〕F1G1、G2、G3、G4F2G1、G2：水管單位長(zhǎng)度重量103N/m,近似認(rèn)為G1=2.6×103=268N=G2G3：水管單位長(zhǎng)度重量153N/m近似認(rèn)為G3=2.6×153=398NG4：水管單位長(zhǎng)度重量110N/m近似認(rèn)為G4=2.6×110=286NF1+F2=G1+G2+G3+G4=1220NF1×950=G1×(950-205)+G2×(950-505)+G3×245+G4×145可得F1=482NF2=738N，因此選用F2拉桿聯(lián)接的鋼板上布置4個(gè)螺栓，擬選用M1下面進(jìn)展強(qiáng)度校核，1 F 1 4 47384

43.140.0083762=3.4MPa，剪切力≤[]=0.60[]]=

s s

為屈服強(qiáng)度(對(duì)強(qiáng)度s3.6240MPa)ns

2.5。=3.4MPa≤0.60×240÷2.5=57.6MPa，因此可以選擇M103.6。F2F2=738N41×41CA=245.1mm2，拉應(yīng)力=F2/A=738/(245.1×106)=3.1MPa<t175.3MPa,因此所選C橫梁的彎曲強(qiáng)度校核橫截面上各點(diǎn)彎曲正應(yīng)力計(jì)算公式MyIZM——計(jì)算點(diǎn)的彎矩I ——是橫截面對(duì)中性軸Z軸的慣性矩。Zy——是欲求正應(yīng)力的點(diǎn)到中性軸的距離，計(jì)算中取最大值21mm。41×41的CIZ

為=7.33×107m4。對(duì)于G1M=482×0.205=98.81N·m，MyIZ=98.81×0.021/〔7.33×107)=2.83MPa<t175.3MPa,對(duì)于G2M=482×0.505-268×0.3=163N·m，MyIZ=163×0.021/〔7.33×107)=4.67MPa<t175.3MPa,對(duì)于G3M=482×0.705-268×0.5-268×0.2=151N·m，My