[毕业设计]体育场西人行天桥施工组织设计

B81表施工组织设计文字说明一总说明1工程概况及特点11体育馆人行天桥位于笋岗西路，深圳市体育馆正门处，全桥总长514M，桥面宽50M，由二跨梁组成，整座桥钢结构总重约136T。12主梁主梁截面形式为单室直腹板箱形梁，梁两端带伸臂，梁截面高08M，每跨梁全长257M，净重约33T，两跨主梁连接处相互搭接，即北边主梁搁置在南边主梁上，两主梁间设40MM伸缩缝，用螺栓连接起来，主梁竖向曲线半径为R450M，制作时应起拱。13墩柱全桥共9组墩柱，每组由二根钢管柱组成，主桥墩柱尺寸均为50016钢管柱，最长57M，最重约32T，梯道墩柱尺寸均为30016钢管柱，最长37M，最大单重123T，墩柱安装完后要求2墩柱内灌G9397G11792。14梯道G7424桥共设G3247G18108梯道，G1866G1025二G18108为人行梯道，G3381G5242为1G2972G727二G18108为人G14270行G17722梯道，G3381G5242为1G2974G727梯道宽均为30M，梯道梁均为钢板G9950接G13792成G11352箱形截面梁，截面尺寸均为03M11M，每G1403梯道均G2010为G1972G8585，每G8585直接搁置在墩柱上，每G8585梯道G1055间设10MM伸缩缝，G5194G1000两G8585梯道G1055间用螺栓连接起来，梯G8585最长106M最大G2526装单重约71T。15G3534G11796G7424桥G3534G11796构G17908G7171G1820G4570G3332G14062螺栓G9950在G20056G3487钢板上，G9994后G4570G20056G3487钢板G3487G1849G11792G3534G11796内，钢柱安装直接搁置在G20056G3487钢板上，用螺栓G3278G4462。16G7651G7450及G19150装G4630天桥主桥面及梯道G7651G7450均为G993G19164钢G7651G7450，主桥面及梯道G17379G8505均G19150G19462G9381G3332G11754。17工程特点171由于G2526装要求，主梁G5529G20047在工G2390G2010两跨整体制作，整体G2526装，G13792主梁尺寸G17751大，G9950接G18339大，在制作时要G13783G15397G9950接G2476形及G2526G451G13775G17728G12573G7057工G6817作时G11352G2476形，在主梁成G3423G17819程G1025要G18331G2474G5529要G6526G7057，来G1457G16789主梁G2520尺寸G11352G12946G5242要求及主梁竖曲线G451拱G5242G11352设G16757要求。172主梁G1055间G451梯道梁G1055间均要求用螺栓连接起来，G3252G8504G2164工制作及安装均要求G6523制G3921尺寸G12946G5242，G1427于G10628G3342安装G20046G2045G17839行。173由于主梁G2526装G5445G2721道路G1144G17902，G6937主梁G2526装G5529G20047在G3824G721423G29700G14279G1952G72286G29700G1055间一G8437G5627完成，G3252G8504应G1582G3921G2520G20045G2526装G1946G3803工作，G13546制G16826G13466G11352G2526装作G1006设G16757，G1817G2010G13783G15397G2520G12193G3252G13044G11352G5445G2721，G1457G16789主梁在一G3824G1055间G2526完。2G7057工G18108G1363821G7057工G2010工211G3534G11796及G7651G7450G451桥面G3621G14026由一G1930深圳G2010G1856G2508G1855工程处G7057工212钢结构制作及安装由一G1930深圳G2010G1856G2508G1930G17810结构G2390G7057工22G20045G11458管G10714G8181式G7424G20045G11458G6365G256G20045G11458G8873管G10714G257组G13467G7057工，G4466行G20045G11458G13475G10714G17139G17143制，组成一个强有力G11352G20045G11458G13475G10714G18108，对人G451财G451物G12573资源G4466行动态管G10714，全面履行G7057工合同，G20045G11458G13475G10714G18108组G13467结构图附后。项目经理部组织结构图A1A2A3A4A5A6A7A8A9A10A0A5A6A11A3A12A13A14A11A16A15A17A19A11A20A18A21A22A11A24A25A26A27A23A28A10A29A31A30A28A10A29项目部主要管理人员名单A32A33A34A35A36A37A38A39A40A41A42A43A44A45A46A471A48A49A50A51A52A53A54A557A35A56A572A58A59A60A61A62A63A64A65A558A35A56A573A66A67A68A68A69A70A71A7210A73A74A754A76A77A78A79A68A68A69A80A81A82A7218A73A74A755A73A74A83A84A68A68A69A85A86A87A728A73A74A756A88A89A90A91A68A68A69A92A93A94A7220A73A74A757A95A96A97A98A99A100A101A102A728A103A738A104A105A106A106A69A107A108A109A7225A73A74A759A110A111A112A113A73A106A106A69A114A115A67A7222A73A74A7510A116A117A118A119A120A121A122A72107A73A74A75A103A7311A123A124A118A125A126A127A100A101A102A72137A73A74A75A103A7323总体G7057工G20046序及G10628G3342临时G1144G17902组G13467A128A129A130A131A132A133A134A135A136A137A138A139A140A128A141A140A132A142A143A128A129A132A144A145A146A147A148A149A132A150A147A148A149A132A151A152A148A149A132A153A154A155A149A156A156A156A157A132A158A159A160A161A162A145A163A164A165A145A166A167A149A132A159A160A167A149A159A160A168A169A170A171A172A149231G7057工G1946G3803阶G8585应完成复核G1006主提供G11352测G18339G6523制点坐标G451高程，接引G7057工测G18339G6523制桩，G17839行G3534G11796G4462位放线及G1856共设G7057G19462护G451障碍拆迁G451材料G18331购和检验及临时设G7057布置G12573方案G6526G7057工作。232G7057工G3342区严格G6365核G4462范围封闭，G5194作G3921安全G19462护以确G1457行人及G17722辆安全畅G17902。233G1817G2010调查制作工G2390到G7057工G10628G3342G11352道路情况，确G4462构件G11352制作及运输方式G451时间G727G1457G16789构件运输安全。234主桥钢结构箱梁运输及G2526装期间，由于箱梁超长（257M），运输及G2526装G5529G20047选G4462G3921行驶路线（要求路面宽G451平整G451G17728弯半径大）及G17722流G18339G17751小G11352时间（23G297006G29700），G13792G1000G5529G20047G2474得G1144管G18108门G11352支持配合，要求一G8437G5627完成主梁G2526装任务，G1866G13466则如下2341主梁在工G2390组拼，G18331用40T拖G17722运往G10628G3342G2526装，G2526装时G18331用90TG2526G17722G17839行G2526装。2342桥面G451G7651G7450及补漆及G2520个工序G7057工G17819程G1025设置安全G19462护隔离，如G19462护G7651G7450G451G14062手架及安全网或彩条布封闭G12573，封闭高G5242应高出工作12M，以G1457G16789G1144G17902安全畅G17902G727G5194设置有效G11352安全标志提醒或疏导G17722辆及人员安全G17902行。G3824间G7057工设置反光标志G12573。24G7057工总平面布置（G16826见B84表G7057工总平面布置图）241人行天桥G3534G11796G7057工区域（人行天桥两G1403）G18331用建G1006工程G1856G2508生产G11352PV板和钢木骨架G17839行G2010隔围护G727G1866隔离范围在天桥梯道区域内（G2520区范围G6523制在4060M2以内）G727隔墙高G5242为18M。G1866内作为G3534G11796G7057工，材料机具堆放G1055用，G16826见G7057工总平面布置图。242上述隔离区域待G3534G11796G7057工完毕后，作为构件G10628G3342拼装G3342G3332及停放机具G1055用。243G10628G3342G993设临时生活区，只在天桥西G1403设置G7057工临时看护棚和G993G19164钢G2164工G3342，G18331用1个集装箱（面积为12M2左右）作为工具G5223和临时看护棚G1055用。244G7057工临时用G11017跨G17819笋岗路时，G11017G13530G18331用架G12366设置，架G12366高G5242G30555M（G18331用临时G11017G7450或G1523用路G9795G5194用钢G13046G6301G13051，主G11017G13530选用316G711110MM2）。245G7057工临时用G8712（生活用G8712）G2010G2047在路两G1403G8712源接出，管材选用DG1525。246临时设置主要材料G18339如下2461PV板钢木G14062手隔墙（G25594个出G1849G2487）215M22462集装箱（工具G6163）（12M2/座）1座2463G11017G13530316G711110260M310G71115100MG6301线钢G13046300M临时G11017G745068M6根2464安全G11017箱4个G10043明线280M2465G19220G19168管DG2540MDG1560M2466总用G11017G1833912700KWG103H25设G3803人员G2620期G17839G3342G16757G2022及G1866G17839G3342方G8873251设G3803人员动员G2620期G17839G3342G16757G2022一G1930深圳G2010G1856G2508在深圳有G8716G1049G5627生产生活G3534G3332，下G17770G11352G1930G17810G18341G4658结构G2390一直在正G5132生产，G2520G12193人员G451设G3803G2499G19555时G17839G3342，以G9397G17287G7057工G19668要。设G3803人员G17839G3342G16757G2022G16826见下表人员设备进场计划表A173A174A175A176A177A178A179A180A181A182A183A184A1851A186A187A188A189A190A188A191A192A193A194A195A19618A197A188A1983A199A20027A1992A201A188A189A202A189A190A188A19612A20315A197A188A1983A199A20027A1993A204A205A188A189A206A207A188A189A208A207A188A189A209A188A189A210A211A188A189A206A188A189A212A188A189A213A214A188A215A19628A197A188A1983A199A20035A1994A216A217A188A1965A197A188A19830A19938A1995A206A207A210A191BXA203500A195A21810A197A188A1983A19938A1996A219A220A221A222A207A210A191MZA203100A195A2184A197A188A1983A19935A1997A223A224A225A226A19150MMA195A2182A227A2288A229A230A231A232A233A234A235G1A236100A237A2386A227A2289A239A240A234A23520MMA24125MMA237A2382A227A22810A242A243A234A23516MMA237A2381A227A22811CO2A244A245A246A234A235NZCA236500A2361A237A2382A227A22812A247A248A249A250A251A252A2531A254A255A1043A10635A10613A145A0A234A23506M3A237A2383A254A255A1041A1063A10614A145A0A234A2353M3A237A2381A227A22815A147A1A241A149A2A238A1512A227A2281625TA152A3A4A2381A254A255A10430A10638A1061790TA152A3A4A2381A254A255A10430A10638A10618A155A5A6M3A254A255A1043A10627A10619A157A7A246A234A2385A254A255A10438A10646A106252设G3803人员G451材料G17839G3342方G88732521材料G451设G3803G12573G17839G3342应确G1457在G17722G4581人G12244时间，一G14336以23G297006G29700为G4464G727材料出G3342G1146同。2522G3534G11796钢G12575在工G2390制作。2523G11792G18331用G2842G2709G11792（G19512二G8437灌G8986G10628G3342人工G6304制G3818），G8987灌G11792时，G3534G11796G20042G3487件上G5332250下料G6403G6455G4392。2524钢构件制作及G8845漆G451拼装均在工G2390内完成，G18331用平板拖G17722运G14279G10628G3342组拼G2526装（每天23G297006G29700G17839出G3342）。26G3332下管线G1457护G6526G7057及G3332面障碍物迁G12239G6526G7057261G3332下管线G1457护G6526G70572611在G3534G11796G3315方G5332G6378G2081，G16843深圳市G2220G4531G11752G12362G19510对G3332下管线G17839行G6518测，查明G3332下G2520G12193管线，如G19644G8712管G451G8757G8712管G451G13485G8712管G451G17902G1461G11017G13530G451G11017力G11017G13530G451G10040G8680管G12573G11352位置及G3487置深G5242，根G6466G6518测结G7536G6226出G5445G2721G7424工程G7057工G11352G2520G12193管线，以G19462G8502G3534G11796G3315方G5332G6378时G11784G3363G8504管线。2612G3534G11796G3315方G5332G6378时G18331用人工G5332G6378，如有管线G12371G17819G3534G3365，G5332G6378时要小G5527G5332G6378，用G19093G19142G1186管线G2620边G17892G9188G4570G3315G9177G19512G6493，以G1825G6378G7041G451G6378G11784管线，如G7536G7171G11017G1461G451G11017力G12573G11017G13530线G12371G17819G3534G11796时，用直径G8616G11017G13530G12257大G11352PVC管G4570G11017G13530G2265起来，G17837G7691G8987G12581G3534G11796G11792时，G11017G13530线G993G1262G2475到G6451G3363，如G7536G7171G13485G8712管或G19644G8712管G451G8757G8712管G12371G17819G3534G11796，在G11792G8987G12581G2081用G8190板架G12366，G1363G11792G8987完后，G1457G16789管线G994G3534G11796G11792G1055间有一G4462（约5CM）G11352G12366G19565，G17837G7691G1457G16789G3534G11796G11792G993G2399G3363管道。2613G17947到G3332下管线G994G3534G11796G2469生G11695G11474时，G1363得G3534G11796G7092G8873G6365图G7057工，则G16843设G16757G19510G451G11014方G451G11429G10714G994G7057工单位一起共同G11752G12362G16311G1927。262G3332面障碍物迁G12239G6526G70572621G7424天桥G7057工G3342G3332范围内只有G13523G2282带及G7653木G19668迁G12239，接到G1025标G17902G11705G1082后，G12447即到市G3490管G2162G13523G2282处G2162G10714有G1863迁G12239手G13505，G5194G1664G1431市管G2162G13523G2282处G4625G5567迁G12239，以G1427G7057工。3G7057工方案及主要G2010G20045工程G7057工方G887331G7057工方案天桥主梁和梯道在一G1930北G10627G3534G3332G1930G17810G2390内G2164工成G3423，运输G14279G10628G3342桥位，整跨G2526装G4613位，钢G12575G11792G20056制G3534G11796G3315方G18331用人工G5332G6378，G3534G11796钢G12575在一G1930北G10627G3534G3332G19510内G2164工成G3423，G3534G11796G11792G18331用G2842G2709G11792，钢G12575G11792G20056制G3534G11796在一G1930北G10627G3534G3332G19510内G20056制后运到G10628G3342G2526装，G993G19164钢G7651G7450在G10628G3342制作G2164工G451安装G4613位。32主要G2010G20045工程G7057工方G8873321墩柱G3534G11796G7057工及2G2507桥墩两根G12447柱G11792G8987灌3211墩柱G3534G11796G7057工32111天桥墩柱G3534G11796G18331用G20056制G3534G11796，G20056制G3534G11796构G17908尺寸共G16757G989G12193，2G2507墩柱G3534G11796底面尺寸为305608M，G1866重G18339约2884T，1G4513G2507墩柱G3534G11796底面构G17908尺寸为242608M，G1866重G18339约为10655T，57G2507G4511012G2507墩柱G3534G11796底面构G17908尺寸为163008M，G1866重G18339约8188T。32112G3534G11796G20056制在一G1930北G10627G3534G3332内G17839行，G20056制完后用拖G17722运到G10628G3342G2526装，G11792G18331用G2842G2709G11792，共G16757约40M3，G8181板G18331用18MM厚G11352夹板组装成G3278G4462G8181板，钢G12575G2164工在G20056制G3342G3332G17839行，G7057工时，原材料要有合格G16789G5194G13475核验合格才能G1363用，钢G12575G2164工G451G11017G9950长G5242G451质G18339要求要符合G1856路桥涵G7057工技术规范要求，G11792G8987灌时要G6403G6455密G4466，G8987完后要G2164强养护。32113绑扎G3534G11796钢G12575时，G3534G11796G20042面G20056G3487钢板和G20056G3487螺栓要及时安装，安装要牢G3278，位置要G1946确，2G2507墩柱G3534G11796上还设置了G19462撞G7651G7450G20056留G4392也应G20056G3487钢管G20056留。32114墩柱G3534G11796G2526G10627G11352设置由于G3534G11796G19668用G2526G17722G2526装，G7057工时应G20056G3487G2526G10627，每G3534G11796设置G3247个G2526G10627，G2526G10627位于G3534G11796G20042面G3247角对角线上，距G3247角200MMG11352位置，G2526装时让钢丝绳G994G3534G11796G20042面成60角。G2526装用G11352钢丝绳G451G2526G10627G11352选用以2G2507墩柱G3534G11796为G16757算依G6466，G2526G10627布置见附图G256G2526G10627布置图G257。（1）2G2507墩柱G3534G11796重G18339体积2G2507墩柱G3534G11796体积G13475G16757算为11536M3重G183391153625102884KN（钢G12575G11792G63652500KG/M3G16757算）（2）钢丝绳选用G2526装时G18331用G3247根钢丝绳起G2526，G13783G15397到G7057工G1025G2499能出G10628G11352G993G2045G3252G13044，为偏于安全起见，G13783G15397G3534G11796重G18339由G989根钢丝绳承担，则每根钢丝绳承G2475G11352重G18339为28443948KN，钢丝绳安全系数G24746，则选用G7424G1856G2508G10628有G11352619，直径为340MMG11352钢丝绳，G1866钢丝G11784G7041G6301力总和N5943KN。594369905KN948KNG9397G17287要求（3）G2526G10627G11352G16757算（G13783G15397G989个G2526G10627G2475力）强G5242G16757算选钢G12575直径Q/2AS50N/MM2式G1025QG2526G10627承G2475重G18339Q948KNASG2475力钢G12575面积AS（1/4）D2容许应力由上式G2476形Q2（1/4）D2Q948103D2G305120764（MM2）（1/2）D2（1/2）31450DG3053475MMG2526G10627选用36钢G12575抗拔力G16757算由式NG305KQ/2G16757算式G1025NDLG727W1530MPAG727D为钢G12575直径G727L为锚G3278长G5242KG3054Q948KNQ948103由上式推算LG305K46709MM2DLW23143625G2526G10627钢G12575锚G3278长G5242为6709MM即G2499。局G18108承G2399验算由式KQ/BDFCD上式G1025K动力系数K15DG2526G10627直径D36MMBG2526钩宽G5242B50MMFCD钢材局G18108承G2399强G5242设G16757值FCD215MPAKQ15948103由G8502式推算79N/MM2FCD215N/MM2G9397G17287要求BD50361G2507G4513G2507G45157G2507G4511012G2507墩柱G3534G11796G6365上面相同G16757算方G8873G17839行G16757算，G16757算出G2526G10627钢G12575直径为25即G2499。32115墩柱G3534G11796G3534G3365G5332G6378G18331用工人G5332G6378，G5332G6378时G17892G4630G5332G6378，以G1825扰动G3534底原状G3315，G5332G6378时，如G17947G3332下管线G12573障碍物，及时G994设G16757G19510联系，设G8873迁G12239。G3534G3365原G3315G2010G4630夯填，G7057工时G1946G38032台4寸G8712泵，以G3803排G8712。32116G3534G11796运输和G2526装G3534G11796G2526装G18331用30T汽G17722G2526，用30T平板拖G17722作运输工具，G2526装时间选在23G297006G29700G1055间G17839行，G2526装时设专人维护G1144G17902秩序，疏导G17722流，G5194在路面上设置明显G11352警示标志牌。32117测G18339人员在G2526装G2081应G13485每个墩柱G3534G11796G1946确G4462位，G5194标明G4462位线，设置G3921标高G6523制桩，G2526装时跟踪检查平面G4462位及标高G7171否正确，确G1457G3534G11796G2526装后G4462位G1946确，标高正确。322钢天桥G2164工制作方案3221制作方案G11352布置32211主梁及钢墩柱构件全G18108在我G1856G2508G1930G17810G2390G2164工G17722间内制作完成，G1930G17810G2390G2164工G17722间面积约2000M2，设10T行G17722两台，卷管机两台，月G2164工能力300T，由于主梁超重，G6937每跨主梁G2010G989G8585制作成G3423后，最后在出G2390跨间组装成整体，G20056拼装及装G17722G18331用50T汽G17722G2526G17839行，主梁及钢墩柱在G17722间内制作G2499G1817G2010G2469挥G17722间内半G14270动切割机，G3487弧G14270动G9950机G11352优势，能G1457质G451G1457G18339完成主梁G11352制作。32212钢梯道由于单重小，长G5242G17751长，G1000G9950接G3534G7424上为手工G9950，G6937G2499在G1930G17810G2390成G2709堆G3342处G2164工，该堆G3342面积约2000M2，设10T龙门G2526一台，完全G2499G9397G17287梯道G11352G2164工制作要求，G1000梯道G2499G994主梁制作同G8505G17839行，对工期要求更G2164有G1457G16789。32213钢桥制作G20046序为G7057工G1946G3803钢柱制作钢梁制作钢梯道制作G19512G19164刷G8845检查验收。3222制作工艺流程G7057工G1946G3803G3803料放G7691G451下料切割及G5332G3381G2487拼接G9950接G9950接检查制G4392组装组装G9950接G9950接检查G3818观及尺寸检查G19512G19164刷G8845G13546G2507验收出G2390运输。3223制作G2164工设G3803及工机具A8A9A10A14A158A9A91A851A113A11A12BX50010A1252A126A13A15A16A11A12MZ1004A1253A159A1710T2A1254A130A18A19A2050MM2A1255A21A17A2225T1A1256A160A23A2210T1A1257A34A24A21A178T1A1258A136A15A16A25A12G11006A1259A139A26A1220MM1A12525MM1A12510A141A27A1216MM1A12511A28A29A1206M33A12512CO2A115A30A11A12NZCA110500A11012A12513A120A31A32A33A35A361A14414A11A114A37A38A396KW1A12515A166A40A41A42A121806A1251004A1253224制作工艺32241材料322411G7424桥所用钢材均为Q235钢，G1866技术条件及机械G5627能应符合普G17902碳G13044结构钢（GB70088）G11352要求。322412G2520类钢材G451G9950接材料及G8845漆均应有G17839G2390质G18339G16789明G1082，G5194G6365合同规G4462及G10628行标G1946G17839行复检G451抽检，复检合格后报G11429G10714G451G1006主认G2499后方G2499G1363用。322413钢材表面G19164蚀G451麻点及G2022痕G12573缺陷深G5242均G993得大于钢材厚G5242G17139偏差值G113521/2，G1866G19164蚀G12573级应符合涂装G2081钢材表面G19164蚀G12573级和G19512G19164G12573级规G4462G11352AG451BG451C级。32242放G7691G451下料322421钢板在下料G2081应合G10714排料G451配料，G4625G2499能降低G6451耗。322422放G7691要G13783G15397G20056留G9950接收缩余G18339，切割余G18339及G3381G2487G2164工余G18339，由于主梁G9950接G18339大，G2164工程序多，根G6466以往人行天桥G7057工G13475验，在主梁长G5242方向放G7691G2081G2164放100MM左右余G18339，宽G5242方向G2164放34MM余G18339，G1866余构件在下料时长G5242方向对接G636507MM/MG2164放余G18339，宽G5242方向对接G636510MM/MG2164放余G18339。322423钢板下料及G5332G3381G2487均要求G18331用半G14270动切割机G17839行，切割G2081应G4570线附近50MM范围内G11352G19093G19164G451G8845G8757G9177G19512干净，切割时，应选用合适G11352工艺参数，G1457G16789切割后表面质G18339G17810到规范要求，切割后G7041G2487上G993得有裂纹G451夹G4630，G5194应G9177G19512边缘上G11352熔瘤及飞溅物。322424对于钢桥上G11352一些G2164G2182板及连接板G12573小G3423G19658件，在板厚小于12MMG11352情况下G2499用G2110板机G2110切，G2110切后G11352G19658件G993得有裂纹和大于1MMG11352缺G7877，G5194应G6183G11964边缘上G11352G8623G2062。32243主桥钢梁制作322431主桥钢梁由于尺寸大，制作和G2164工G18129G17751复G7446，G5529G20047严格G6365工艺要求G17839行，钢梁G20042板G451底板拼接缝G2499G18331用G256G2325G4395形G257或G256TG4395形G257接G3848，G18331用G256TG4395形G257时两G1144G2461点距离应大于200MMG727底板G8190向拼接缝G4464设置在梁端1/3范围内，G1000腹板拼接缝G994G20042板G451底板G8190向拼接缝G19181G5332200MM以上，主梁腹板G993G4464设G13449缝。322432根G6466主梁构G17908特点及以往制作钢天桥G13475验，主桥钢梁G4464G18331用G1510装G8873G7057工，即G1820制作梁G20042板，G9994后在G1866上安装G8190隔板，两G1403腹板及G13449向G2164G2182G13919，待上述G9950接完成后，G1889安装梁底板，最后G9950接成G3423。322433钢梁G20042板制作时主要G1457G16789板面G993G2476形，G3252G8504要G6365G10043一G4462G11352G9950接G20046序G7057工，钢板拼接缝应由G1025间G5332G3999向G3247G2620G7057G9950，G7422G7057G9950G11352拼接缝G1820G993点G9950，让钢板G14270由收缩，对于G9950接G2476形处应G20330G1820G18331用大G19192G19192G1999G11711正，或用配重G7057G2399G7669正，一G14336G993G4464G18331用G9791G9988G7669正，G18331用大G19192G19192G1999时应G2164G19192G3455，G19462G8502G1997痕和G6451G1272，G9950接G2476形G7669正完后方G2499G7057G9950下一道G9950缝。322434G20042板G9950接完毕G5194G7669正完后G1427G2499在G1866上组装G8190隔板及两G1403腹板，腹板下料应G6365图G13452设G16757G11352主梁竖曲线放G7691G17839行，G4570G8190隔板及腹板组装G3921后G1889组装G13449向G2164G2182G13919，最后G9950接。322435为G6523制G9950接G2476形，在G7057G9950G2081应根G6466主梁竖曲线及起拱G5242要求在G20042板下端设置G3455板，G13783G15397到G9950接收缩G2476形，设置G3455板时应G1363主梁竖曲线半径G12257大于设G16757半径，主梁G9950接时应由G1025间向G3247G2620均G2260对G12228G7057G9950，G9950接G20046序G1820G9950G8190隔板，G1889G9950G13449向G2164G2182G13919，最后G9950腹板，腹板G9950接G4464两边同时G7057G9950，G9950接工艺一G14280，G19462G8502桥面G6209曲G2476形。322436上述G9950接完成后G13475G17819检查，确认合格后G16843G11429G10714G17839行G19556G15121验收，G9994后组装底板。底板在组装G2081应G6365设G16757要求在两G1403板边G252050MM范围内，G8851G17902长方向G17839行超G3780G8886G6518G1272，G6518G1272合格后方G2499G1363用。底板在组装G2081最G3921用卷板机G17758G2399一道，G17837G7691即G2499以G1363底板具有一G4462弧G5242，G2460G2499以G9052G19512底板G9950接G1025G11352G8543余G2476形和G8543余应力，底板组对G3921后G4570梁整体G13775面，G5194在梁G1025G18108设置G3455板，G1457G16789G9950接底板时梁G11352竖向曲线及起拱G5242要求。32244制G4392322441主梁G1055间，梯道梁G1055间均G20047用螺栓连接起来，G6937在组装G2081应G4570相应连接板处G6365图G13452要求G19087G4392，G1866G12946G5242要求及G4392距G16835差应符合GB50205G36195G11352要求。322442为G1457G16789G19087G4392G12946G5242和安装G12946G5242，安装螺栓G11352连接板应G994相应G18108位G11352底板G451腹板G451G13919板G12573在组装G2081一起配G19087，配G19087G3921后应G2520G14270G1582G3921G13546G2507，G5194标G8892G1866位置G451方向，以G1427于安装。32245梯道制作322451梯道梁均为箱形截面，G1866组装G20046序G1820制作面板，G9994后组装G1403板，待G9950接完后G1889组装底板G5194G9950接。322452梯道梁G17751单G15192，在起G2526及G13775面时应绑扎钢管G17839行G2164G3278，G9950接时要搁置平G12295，G19462G8502产生G2476形。322453梯道梁G11352G9950接G6365G10043组装G20046序G17839行，即G1820面板G1889G2164G2182板及G8190隔板，G9994后G9950两G1403G1403板，最后G9950底板，G7057G9950时应G1186G1025G5527向G3247G2620G7057G9950，G1403板应对G12228G7057G9950，G19462G8502G6209曲G2476形。32246墩柱制作322461墩柱均为钢管柱，制作G17751G12628单，钢板下G3921料后用卷管机G17758G3290，G17758G3290时应用弧形G7691板G6523制G1866G7937G3290G5242，G993得超差。322462钢管G9950接G18331用G5332G3381G2487单面G9950，G1820用32手工G9950封底，G9994后用G3487弧G14270动G9950G11434面，以G1457G16789G9950接质G18339。32247G9950接工艺要求322471G9950接所用G9950接材料应G994所G9950钢材相符合，G9950条选用E43G3423，G9950丝选用H08A配HJ431，对G9950接方G8873G17839行G9950接工艺G16792G4462，根G6466G16792G4462结G7536确G4462G9950接工艺。322472钢板G9950缝对接缝应符合二级G9950缝要求，角G9950缝应符合G989级G9950缝要求，对接G9950缝及组合G9950缝均应G6365要求G5332G3381G2487