貝雷架計(jì)算書(shū)

1、單位徉系：kN , m面積重呈內(nèi)部 外部貝雷架計(jì)算書(shū)1、計(jì)算荷載自重(33m桁架)梁、桁架單元材科表類型T 裁面號(hào)，截面名稱材料哉面號(hào)醸面名稱材料落重 長(zhǎng)糜號(hào)號(hào)名稱桿7 J層雙單敦(i梁 桿柱桿桿一配軌 腹喘腥弦分鋼 123456klftilIlnn H M M M Hm M6 6 6s & &T.698*+001T 609(4001T 69ee+001T,696e+C01T,698e+017, 693-KJ013.600(+002 o.ooos+oao o. ooas+aoa s. 2T7*+oai3. sooaooi O.OOOt+OOO o.uoaetooa B.314t+0003. 5

2、39e+003 0.000t+000 O.OOae+DOO 2. 594i+0021. ieae+Q03 O.OOOe+OtM 0.00ae+000 Q 145e+0Q21 E 13e4002 l：l 兀1 06 1/* 433米貝雷架側(cè)面圖3、計(jì)算結(jié)果33米貝雷架反力：荷載組合類型荷載組合內(nèi)容SLCB1組合:鋼材1.000 x自重 + 1.000 x吊裝鋼梁荷載節(jié)點(diǎn)工況FXFYFZMXMYMZ46SLCB1-7.130.00169.820.000.000.0056SLCB1-10.090.00179.890.000.000.0066SLCB12.140.00198.340.000.000.0

3、0656SLCB10.000.00170.270.000.000.00664SLCB10.000.00179.990.000.000.00672SLCB10.000.00197.700.000.000.00706SLCB1-0.580.00211.960.000.000.00716SLCB15.500.00214.290.000.000.001114SLCB10.000.00210.350.000.000.001122SLCB10.000.00212.130.000.000.001171SLCB1-0.870.00213.340.000.000.001181SLCB1-5.490.00203.

4、160.000.000.001191SLCB1-8.490.07202.500.000.000.001781SLCB10.000.00212.390.000.000.001789SLCB10.000.00203.060.000.000.001797SLCB10.000.00203.190.000.000.001831SLCB1-3.020.00197.550.000.000.001841SLCB1-0.530.00211.960.000.000.002239SLCB10.000.00197.930.000.000.002247SLCB10.000.00210.360.000.000.00228

5、1SLCB1-7.080.00169.820.000.000.002291SLCB1-10.020.00179.890.000.000.002689SLCB10.000.00170.290.000.000.002697SLCB10.000.00180.010.000.000.00反力的總和SLCB1-45.670.074700.220.000.000.00注：FX為順橋向、FY為橫橋向、Fz為豎向，單位 Kn。應(yīng)力: 桁架應(yīng)力：bllDAS/CivilPOST-PROCESSORTRUSS STRESS8.7&332e+D077.1W06e+007 気那込七*&-H007 2.4102+17

6、S. 1702+006 0.0000te+000 -2 3&94 血+007 -3.Si6275e+M7 占昌開(kāi)Otte+DID7 卩1輕2翼+側(cè)7 6.7425?+007CBS: sLOBlMAX : 2340M1W a苗帀女憐1單枷N/mrt2日期：07J2斗同口5聽(tīng)料育#1比 0e2S9可以看到，在端部及跨中應(yīng)力較大，最大的端斜桿，跨中上下弦桿87.4Mpa，端柱應(yīng)力為72Mpa。梁應(yīng)力：（分配梁及軌道）MDAS/OvilPOST-PROCESSORCBS: sLCfil10735女憐1單枷N/mA2日軸 07/24/3005農(nóng)竹方*1Z： 0啦可見(jiàn)，軌道的應(yīng)力大于分配梁的應(yīng)力，軌道上最

7、大應(yīng)力81.2Mpa,分配梁上最大應(yīng)力 63Mpa。位移： 桁架位移:M|DAS/Clvi|DEFORMED SHAPEX-DlR=6.100e-i003NOOE= 1125NOCEb 7S&Z-DIR=-2.713E 0(龍NCCE= 1451COMB . 2.734E-aCK2NODE- 144CESa tLCBlMAX : 1445 MIN : 1151交件豊1J傘也m07/24/2005總 OJOQQYrl-OMZ; OJOOO在承壓鋼梁和自重下，桁架豎向撓度2.713cm。貝雷梁非彈性撓度f(wàn)m =0.05 n2 -1 cm n為奇數(shù);L 33所以，fm =0.05* 120 = 6c

8、m ；總位移為 6+2.713=8.713cm5.5cm。600 600需設(shè)置預(yù)拱度來(lái)調(diào)整梁底標(biāo)高。bllDAS/CivilPOST-PROCESSORDEFORMED SHAPEX-DIR= 1443E-002NODE=1122Y-DIFt=CiO0E+OOOINODE= 1Z-DIR= O-OOOE+OOOODEs jCOMB.-IMODE- 1491林1.145E+W2CBS; sLCfiSMAX : 1122Mm a 斗&女憐1爭(zhēng)枷m日期：07J2斗同口5聽(tīng)料育#1冷 0.0001,000去 0.W0在承壓鋼梁和自重下，升溫21度時(shí)，桁架縱橋向位移 +1.442cm。MIDAS/Civ

9、ilPMT=PRQGESSOf(DffORMfD SHAPEK-D1R=1.1SO-002NO(DE=622NOOEb 1Z-DIR=OX)OOE-hDDONCOE= 1-1.1SICOMB . 2J642E-QD2NODEMBMAX : 1141MIN s 622女件1單性m507/24/2005 翼朮；fr向總 OJOOOYrl-OOOZ; OJOOO在承壓鋼梁和自重下，降溫30度時(shí)，桁架縱橋向位移-1.18cm?？紤]到溫度產(chǎn)生的位移，梁端間距不得小于3cm，暫定為5cm。21米貝雷架反力：荷載組合類型荷載組合內(nèi)容節(jié)點(diǎn)工況FXFYFZMXMYMZ46SLCB4-2.900.00162.05

10、0.000.000.0056SLCB4-0.420.00177.450.000.000.0066SLCB40.060.00175.660.000.000.00416SLCB40.000.00162.450.000.000.00424SLCB40.000.00177.120.000.000.00432SLCB40.000.00175.280.000.000.00706SLCB4-2.42-0.01166.840.000.000.00716SLCB4-1.580.00167.090.000.000.00954SLCB40.000.00167.070.000.000.00962SLCB40.000.

11、00167.220.000.000.001171SLCB4-2.900.00162.040.000.000.001181SLCB4-0.420.00177.430.000.000.001191SLCB40.400.00175.670.000.000.001541SLCB40.000.00162.440.000.000.001549SLCB40.000.00177.100.000.000.001557SLCB40.000.00175.260.000.000.00反力的總和SLCB1-10.17-0.012728.180.000.000.00SLCB1 組合:鋼材1.000 x自重 + 1.000

12、 x吊裝鋼梁荷載注：FX為順橋向、FY為橫橋向、Fz為豎向，單位 Kn。應(yīng)力: 桁架應(yīng)力：Ml3DA5/CivilPO5T-PRQCE55OF：TRUSS STRESS5.90707*0074.E3JB7fi+DD73.S557e+0D7L.9MB7Q+0D?0,00000+0002.041381-007-4.7Dai3fl-i-ClO?-t.026!3s+007-7.3Ql3o+Ci0?337l3e*007CB$i Ld9 iMAX : 96MM ； 39ZX14： 2* ti； N 2B!jl; D7J24/2Q05可以看到，應(yīng)力在端部較大，最大的端斜桿應(yīng)力73Mpa。，端柱應(yīng)力為48Mp

13、a。梁應(yīng)力：（分配梁及軌道）bllDAS/Civil POST-PROCESSORBEAM STRESS5.00SS5e-H007玄的齡扣1.67907+0075,6S137e+006O.OOOOte+OOO-1.65072e+007-2.76065e+M7.0705+007-.ri-.ri.r1- + rn-6.1i87te+D07CBS: sLOBlMAX : 7014 Mm a 70iS女憐2單枷N/mrt2 日期：07J2斗同口5聽(tīng)料育#1X9翊Ys-qj 斗 4比 0s95可見(jiàn)，軌道的應(yīng)力大于分配梁的應(yīng)力，軌道上最大應(yīng)力60.7Mpa,分配梁上最大應(yīng)力 42Mpa。位移： 桁架位移:

14、在承壓鋼梁和自重下，桁架豎向撓度8.852mm。貝雷梁非彈性撓度f(wàn)m =0.05 n2 -1 cm n為奇數(shù);MBDAS/CidlPOSTPROCESORDEFORMED SHAPE&片I囪HDiR=onooe+oooNODE=It-OIR=OJOOOe+OMNODE-1Z-DlR=-e.7?3-O03NODE= 224COMB.= 6.652E-D03NODE- 2241 l?7E*D02CBS： fitce IMAX i 46MIN ! 224麗3曲栓z rri 舊轉(zhuǎn)0打2時(shí)K0Q5X: Q.QOO仆130Zi 0.000所以，fm05*44cm；總位移為 4+0-885=4-885cm6

15、00需設(shè)置預(yù)拱度來(lái)調(diào)整梁底標(biāo)高。216003.5cm oWIDAS/CivilPOST-PROCESSORDEFORMED SHAPEX-DIR=7b483E-003NODE=424Y-DIFt=OIO0E+OOOINODE= 1Z-DIR= 0J3OOG+SOO忡ODEJCOMB. 4.536E-003NODE- 1379樂(lè)敕1-4QX+M2CBS: SLOB2MAX ; 424MI1N a 4 &女憐2 單協(xié)m日鶴：07J24/2005 聽(tīng)料育*1X? 0,10Y：-1,000Z： 0.000在承壓鋼梁和自重下，升溫21度時(shí)，桁架縱橋向位移 +7.483mm。MIDAS/CivilPWT-PROCE 灑 ORDffCMED SHAPfX-方自X-D!R=*7.491E-0O3NOOE=3S2NOCEb 1Z-DIR=OX)OOE-hDDONODE= 1COMB . 1JQOE-QH21343：麹=視2+002CEga LCEt3MAX : UKMIN :; 332 tWTl 單協(xié)m 507/24/2005X?