完整版贝雷架计算书

1、宁波甬江庆丰桥施工栈桥计算贝雷架计算书1、 计算荷载自重(33m桁架)梁，桁架单元材料表类型T截面号，截面名称，材料单位体系：截面号截面名称号材料容重长度面积重量号名称内部外部123456杆拄杆宿就腹端腹弦分钢单双11梁斜T1层klftilIlnnHMMMHmM.666s667698*+0013.600(+002C.OOOi+OaOo.ooastooas277*+ooi76906+001T69ee+001T,e96e+C01T,698e+017,693e+0013.SOOe+OOl3.539e+003L168e+0031&13e+0026300+001O.OOOt+OUO0.000t+000O

2、.OOOe+OtM0.000+oxo.uoaetoooB.314t+000O.OOae+OOO2.594t+0020.O00e+0009.145e+OQ2L064/0023.241=5.5cm。600600需设置预拱度来调整梁底标高。宁波用江庆丰桥施工栈桥计算MIDAS/CvvilP0STPROCES：5OREFORMED5HAPEX-DIR=1.442E-002NODE=1122Y-DIFt=CiOOE+OOOINODE=1ZHDIR=0-0OOE+OOOJCOMB.NODE-1491东融1.145E+002CBS;sLCfiSMAX:1122MIN口46支伸1绛粒；m日期：07J24/20

3、05-一方由X：0,0次Q,8Q在承压钢梁和自重下，升温21度时，桁架纵桥向位移+1.442cm。MIDAS/QvilPOST-PK8E5EORDffORMfDSHAPfK-D1R=1.1SO-002NO(DE=622YD国丁口刀口04。8NOOEb1Z-DIR=OX)OOE-hDDONODE=1COMB.2J642E-QD2NOOEMB察数=139SE+0Q2MAX!1141MIN:622文件：1J单性：m日期；旧拉4/gQ05隶木-方白晶:OJOOO1J300Z;OJOOO在承压钢梁和自重下，降温30度时，桁架纵桥向位移-1.18cm。考虑到温度产生的位移，梁端间距不得小于3cm,暂定为5

4、cmo21米贝雷架反力：荷载组合内容荷载组合类型宁波甬江庆丰桥施工栈桥计算SLCB1组合:钢材1.000x自重+1.000x吊装钢梁荷载节点工况FXFYFZMXMYMZ46SLCB4-2.900.00162.050.000.000.0056SLCB4-0.420.00177.450.000.000.0066SLCB40.060.00175.660.000.000.00416SLCB40.000.00162.450.000.000.00424SLCB40.000.00177.120.000.000.00432SLCB40.000.00175.280.000.000.00706SLCB4-2.42

5、-0.01166.840.000.000.00716SLCB4-1.580.00167.090.000.000.00954SLCB40.000.00167.070.000.000.00962SLCB40.000.00167.220.000.000.001171SLCB4-2.900.00162.040.000.000.001181SLCB4-0.420.00177.430.000.000.001191SLCB40.400.00175.670.000.000.001541SLCB40.000.00162.440.000.000.001549SLCB40.000.00177.100.000.000

6、.001557SLCB40.000.00175.260.000.000.00反力的总和SLCB1-10.17-0.012728.180.000.000.00注：FX为顺桥向、FY为横桥向、Fz为竖向，单位Kn。应力:桁架应力：MIDAS/OvllTRU555TRE55只受11(以金压工门3飒十口U7邑前71mM64.ES3B7a+0n7H-3,255i7e+0D7H-L.9MB7Q+0D?o,awe+ooo-7.2213D1+0062X1451381-007-3,3713e*0077Kxl1Sq-hQO?6,口即美+007-7a53130+007CB$isLdBiMAX;96MM；89工X14

7、：2曲；N2B!jl;D7J24/2Q05:H一货由可以看到，应力在端部较大，最大的端斜杆应力73Mpa。，端柱应力为48Mpa。梁应力：（分配梁及轨道）宁波用江庆丰桥施工栈桥计算MIDAS/CvvilP0STPROCES：5ORBEAMgTRE%担创最大豆6,1187te+0O75.MSS5C-H007，当有必HM7一、2硝争“十87=1.&7507S+0075,69137e+006O.OOOOGe+OOOJ-1.65072e+007-2.76JD65e+M7-.e705te+M7wh9SQ5l.+Mh配口CBS:sLOBlMAX:7314MINa7005次伸N-单位；N/mrt2日期：07

8、J24/2005-一方由造Q,狗5可见，轨道的应力大于分配梁的应力，轨道上最大应力60.7Mpa,分配梁上最大应力42Mpa。位移：桁架位移:在承压钢梁和自重下，桁架竖向挠度8.852mm。贝雷梁非弹性挠度fm=0.05(n2-1tcm)n为奇数;(8)MBDAS/CidlPOSTPROGtSORDEFORMEDSHAPEK方由HDiR=onooe+oooNODE=It-OIR=OJOOO+OMNODE-1Z-DlR=-e,773-O03NODE=224COMB.=6.652E-D03NODE-224系依=1l57E*D02CBS：sLGB1MAXi46MIN!224复侏之由桎匚FTl同期；7

9、启灯zxm茬机齐向X:Q.QOOYrlJDQQZi0.000宁波甬江庆丰桥施工栈桥计算L21所以，fm=0.05*48=4cm；总位移为4+0.885=4.885cm=6006003.5cm。需设置预拱度来调整梁底标高。MIDAS/CvvilPOST-PROCESSORDEFORMEDSHAPE先由X-DIR=7b483E-003NODE=424Y-DIFt=OIOOE+OOOINODE=1Z-DIR=0J3OOG+SOOWOOE,JCOMB.?占node-I”号1-4QX+M2CBS:SLOB2MAX;424MINi46文伸W单位：m日期：07J24/2005X?Q,OOQY-l.WO造0.

10、000在承压钢梁和自重下，升温21度时，桁架纵桥向位移+7.483mm。M|DAS/Civi|PHT-PRQUES写ORSHAPfX方向X-D!R=*7.491E-003NODE=3S2YQXQQQg+QMNOCEb1Z-DIR=OX)OOE-hDDONGCE=1COMB.iJQXIE-aCKZ1343系蜀=1HQ2E+0Q2MAX:UKMIN:；332tWTl单位:m507/24/2005襄，方向X?OJOOOYinooZ;OJOOO在承压钢梁和自重下，降温30度时，桁架纵桥向位移-7.491mm。考虑到温度产生的位移，梁端间距不得小于2cm,暂定为5cm。(9)宁波甬江庆丰桥施工栈桥计算4、总