某特大桥连续梁支架设计计算书

某特大桥连续梁支架设计计算书1.工程概况1.1.工程平面位置及交通情况某特大桥桥址区地势平坦开阔，主要为水田和菜地，局部有河网和地方道路穿越，地面标高在3～5m。47-48#之间跨越虹桥镇至溪西工业园地方公路，该公路路面为砼结构，宽17.1m，与铁路走向之间37°斜交。平面相对位置如下图所示：1.2.结构设计几何尺寸设计46-49#墩为32+48+32m三跨现浇连续梁，梁长113.1m，梁高2.8～3.4m。主梁横断面采用单室单箱断面，箱梁顶板宽13.0m，两侧翼缘板悬臂长3.31m，箱梁底宽5.56～5.74m；顶板厚0.34m，根部加厚到0.85m；底板厚0.3～0.6m，根部加厚到1.1m；箱梁采用斜腹板，腹板宽0.5～0.95m，根部加厚到1.15m；梁重约3410t。梁部截面如下图所示：1.3.工程地质资料根据某特大桥“JZ-Ⅲ04－霞16-2”的地质资料,地质情况自上而下分述如下：①.淤泥Q4m:灰色，流塑-软塑，饱和，，层厚4.7m。②.粉质黏土Q4m：灰褐色、黄褐色，软塑，,层厚5.4m,。③.淤泥质黏土Q4m：灰色-深灰色，流塑，饱和，,层厚35.7m。2．工程难点及应对措施2.工程技术关键问题分析2.1.技术难点⑴.地质条件较差，地表下0-30m以流塑状淤泥和淤泥质黏土为主，部分为软塑状黏土，原状土地基承载能力极差。⑵.47-48#墩与公路斜交角37°，公路路面宽17.2m(含两侧辅道)；两线之间交叉角太小，公路路面过宽，给主跨(48m)支墩及支架布设造成较大影响。⑶.主跨梁底至公路路面高度仅为5.54～6.14m，考虑贝雷片、分配梁等高度后，路面至贝雷片底高度仅3.7m，对公路交通运输影响较大。2.2.应对措施⑴.采用群桩基础，以支墩方式解决整体地基承载能力弱的缺陷。⑵.在满足汽车双向正常运输的前提下，适当破除部分路面，支墩布置与公路走向平行，并设于公路两侧。⑶.适当抬高中跨中部贝雷片标高，同时降低中跨边部贝雷片标高，做到跨中梁底限高控制在4.0m，尽量满足汽车正常运输。3.施工方案综述3.1.方案概述根据目前现场情况，初步确定一个三跨通过的施工方案，边跨及中跨中支墩采用振动沉管桩或PTC桩施工群桩基础，之后浇注0.5m厚承台，完成后在承台顶面设ф426×8mm钢管双排共18根形成中支墩。边支墩直接在既有承台面埋设钢板，在钢板面焊接ф426×8mm钢管单排7根形成边支墩。在支墩钢管顶部铺设双I32工字钢作横向分配梁，横向分配梁顶铺设贝雷梁，横向分布15列，纵向在边跨处等高布置，中跨处布置成中间高、两端低形状。贝雷片之间通过横向连接系联成整体。贝雷片顶每60cm设一道I16工字钢作分配梁，其上在中跨两中支墩之间以方木和木楔子调节梁底标高，其余部位以30×60或60×60cm碗扣架调节梁底标高。模板采用18mm胶合板，边墩和中墩承台四周采用满堂碗扣式脚手架。砼采用泵送连续灌注，由一端向另一端一次浇注成型。3.2.平面及立面布置简图边跨侧视图：边跨正视图：中跨布置图：4.最不利工况分析本支撑系统中钢管支撑分别位于主墩承台和临时小承台上，由于主墩承台承载力完全可以满足梁段传递下来的荷载，所以最不利承载区域应在中部临时支墩上。经过比对，单墩承载距离如下：边跨：单墩承载贝雷梁长度为13.5m+13.5m（简化为两跨连续梁）；中跨：单墩承载贝雷梁长度为1.6m+17.4m+17.9m+9.5m+1.6m（其中1.6m为墩身范围，简化为3跨简支梁）综上所述，本桥临时墩检算仅需要对中跨及边跨的一排临时支墩进行分析计算即可保证整体结构的安全。5.计算分析5.1.中跨一个临时支墩荷载分布情况计算：5.1.1.计算依据及假定：⑴.混凝土容重26KN/m⑵.翼缘板荷重由外侧分离的临时墩承载，在做承台检算时予以分离；⑶.由于斜交角度37°，计算斜向分布荷载难度较大，现对斜置临时墩做中心投影假定；⑷.模板贝雷梁纵向分布荷载按照40KN/m计(考虑施工机具人员及施工振动荷载影响)⑸.梁段荷载分布按照均布荷载假设，简化计算难度(总体偏于安全)5.1.2.荷载纵向分布简图R1R2梁体均布荷载：Q梁＝34100÷112m＝304.5KN/m总体均布荷载：Q＝344.5KN/m梁底范围15片贝雷梁抗弯刚度：I=0.002504972×15＝0.03757m4R1＝344.5×13.45/2＝2316.8KNR2＝344.5×17.9/2＝3083KNFmax＝35mm横向采用I16工字钢做分配梁，R1侧有11根，R2侧有15根5.1.3.梁体横向荷载分布系数λ1＝00.05778λ2＝0.20068λ3＝0.34471λ4＝0.38883根据荷载分布系系数可以求求出在支墩墩顶部梁体体及模板荷荷重分布情情况：R1排：Q1＝555.8KKN/mQQ2＝113..5KN//mQ3＝490..3KN//mQQ4＝189..8KN//mR2排：Q1＝774.2KKN/mQQ2＝151..1KN//mQ3＝652..5KN//mQQ4＝252..6KN//m第一级荷载分布布计算简化化模型：5.1.4.梁梁体横向荷荷载分布计计算R1排：弯矩图剪力图反力图内力计算杆端内力值(乘子子=11)----------------------------------------------------------------------------------------------------------------------杆端端1杆端2-------------------------------------------------------------------------------------------------------单元码轴力力剪力力弯矩矩轴力剪剪力弯弯矩----------------------------------------------------------------------------------------------------------------------100.000000000082..08311323-111.82292922100.0000000000-84..94088676-113.088669556200.000000000087..86999407-113.08866955600.0000000000-77..25600592-88.4699657224300.000000000054..04955893-88.469965722400.0000000000-40..85044106-55.1699862558400.000000000081..16966076-55.169986255800.0000000000-1277.9200392-110.000615887500.00000000001144.5944122-110.00061588700.0000000000-1077.9477877-113.311835774600.000000000069..84500981-113.31183577400.0000000000-66..35499018-111.222423996700.000000000057..74388660-111.22242399600.0000000000-58..37655339-220.155775000800.000000000047..43000000-22000000000000.000000000000.0000000000----------------------------------------------------------------------------------------------------------------------反力计算约束反力值(乘子子=11)----------------------------------------------------------------------------------------------------------------------结点约束束反力合力力支座------------------------------------------------------------------------------------------------------结点水平竖竖直力力矩大小角角度力力矩----------------------------------------------------------------------------------------------------------------------10.0000000000822.08331323311.88292992182.008313323900.00000000011.88292992110.0000000000822.08331323311.88292992182.008313323900.00000000011.88292992120.00000000001772.811080880.0000000000172..8108808900.0000000000.000000000030.00000000001331.300564880.0000000000131..3056648900.0000000000.000000000040.00000000001222.02200188--0.0000000000122..0200018900.000000000--0.000000000050.00000000002442.511451550.0000000000242..5145515900.0000000000.000000000060.00000000001777.799297550.0000000000177..7929975900.0000000000.000000000070.00000000001224.099876770.0000000000124..0987767900.0000000000.000000000080.00000000001005.800653330.0000000000105..8065533900.0000000000.0000000000----------------------------------------------------------------------------------------------------------------------R2排：弯矩图剪力图反力图内力计算杆端内力值(乘子子=11)----------------------------------------------------------------------------------------------------------------------杆端端1杆端2-------------------------------------------------------------------------------------------------------单元码轴力力剪力力弯矩矩轴力剪剪力弯弯矩----------------------------------------------------------------------------------------------------------------------100.00000000001099.2422363-115.74433066500.0000000000-1133.0455636-117.411674668200.00000000001166.9433851-117.41167466800.0000000000-1022.8188148-111.277206661300.000000000071..93333980-111.27720666100.0000000000-54..36666019-66.8800367008400.00000000001088.0244720-66.880036700800.0000000000-1700.2377279-113.311578666500.00000000001522.4988318-113.31157866600.0000000000-1433.6677681-117.722660775600.000000000092..97388402-117.72266077500.0000000000-88..34611597-114.944999993700.000000000076..90066671-114.94499999300.0000000000-77..65811329-226.800475000800.000000000063..07000000-226.80047500000.00000000000.000000000000.0000000000----------------------------------------------------------------------------------------------------------------------反力计算约束反力值(乘子子=11)----------------------------------------------------------------------------------------------------------------------结点约束束反力合力力支座------------------------------------------------------------------------------------------------------结点水平竖竖直力力矩大小角角度力力矩----------------------------------------------------------------------------------------------------------------------10.00000000001009.2442363315.774330065109..2423363900.00000000015.77433006510.00000000001009.2442363315.774330065109..2423363900.00000000015.77433006520.00000000002229.988948880.0000000000229..9894488900.0000000000.000000000030.00000000001774.755154660.0000000000174..7515546900.0000000000.000000000040.00000000001662.399132220.0000000000162..3913322900.0000000000.000000000050.00000000003222.733559770.0000000000322..7355597900.0000000000.000000000060.00000000002336.644152220.0000000000236..6415522900.0000000000.000000000070.00000000001665.244682660.0000000000165..2468826900.0000000000.000000000080.00000000001440.722813220.0000000000140..7281132900.0000000000.0000000000----------------------------------------------------------------------------------------------------------------------5.1.5.贝贝雷梁向钢钢管桩传递递荷载横向荷载分布采采用2I322a工字钢作作为分配结结构，其几几何参数及及质量特性性如下：惯性矩Ix=111080000000mm4截面面积A=67712mmm2R1排：反力图内力计算杆端内力值(乘子子=11)----------------------------------------------------------------------------------------------------------------------杆端端1杆端2-------------------------------------------------------------------------------------------------------单元码轴力力剪力力弯矩矩轴力剪剪力弯弯矩----------------------------------------------------------------------------------------------------------------------100.000000000032..43733313-111.51132299400.000000000032..43733313117.033162221200.0000000000-1400.3622668117.03316222100.0000000000-1400.3622668-118.055904550300.000000000049..05488626-118.05590455000.000000000049..05488626112.355496997400.0000000000-82..24511374112.35549699700.0000000000-82..24511374-228.766759889500.00000000001388.0455830-228.76675988900.00000000001388.0455830440.255531665600.0000000000-1044.4544169440.25553166500.0000000000-1044.4544169-111.977176880700.000000000012..75099822-111.97717688000.000000000012..7509982233.3299410665800.0000000000-1111.349901733.329941066500.0000000000-1111.3499017-663.488000000900.00000000001055.8000000-663.48800000000.00000000001055.800000000.00000000001000.00000000000.000000000000.000000000000.00000000000.000000000000.0000000000----------------------------------------------------------------------------------------------------------------------反力计算约束反力值(乘子子=11)----------------------------------------------------------------------------------------------------------------------结点约束束反力合力力支座------------------------------------------------------------------------------------------------------结点水平竖竖直力力矩大小角角度力力矩----------------------------------------------------------------------------------------------------------------------10.00000000001114.5117331111.551322294114..5173331900.00000000011.55132229410.00000000001114.5117331111.551322294114..5173331900.00000000011.55132229430.00000000001889.411753110.0000000000189..4175531900.0000000000.000000000050.00000000003442.299096880.0000000000342..2909968900.0000000000.000000000070.00000000002995.000515110.0000000000295..0051151900.0000000000.000000000090.00000000002117.14490177--0.0000000000217..1490017900.000000000--0.0000000000----------------------------------------------------------------------------------------------------------------------R2排：反力图内力计算杆端内力值(乘子子=11)----------------------------------------------------------------------------------------------------------------------杆端端1杆端2-------------------------------------------------------------------------------------------------------单元码轴力力剪力力弯矩矩轴力剪剪力弯弯矩----------------------------------------------------------------------------------------------------------------------100.000000000043..16544175-115.32208299400.000000000043..16544175222.666473779200.0000000000-1866.8344582222.66647377900.0000000000-1866.8344582-224.044390776300.000000000065..32433918-224.04439077600.000000000065..32433918116.455721553400.0000000000-1099.4755608116.45572155300.0000000000-1099.4755608-338.288058887500.00000000001833.6722033-338.28805888700.00000000001833.6722033553.555542778600.0000000000-1399.0277966553.55554277800.0000000000-1399.0277966-115.955855555700.000000000017..03255308-115.95585555500.000000000017..0325530844.4800481448800.0000000000-1488.167746944.480048144800.0000000000-1488.1677469-884.422000000900.00000000001400.7000000-884.42200000000.00000000001400.700000000.00000000001000.0000000000-0.000000000000.000000000000.0000000000-0.0000000000-00.0000000000----------------------------------------------------------------------------------------------------------------------反力计算约束反力值(乘子子=11)----------------------------------------------------------------------------------------------------------------------结点约束束反力合力力支座------------------------------------------------------------------------------------------------------结点水平竖竖直力力矩大小角角度力力矩----------------------------------------------------------------------------------------------------------------------10.00000000001552.3665417715.332082294152..3654417900.00000000015.33208229410.00000000001552.3665417715.332082294152..3654417900.00000000015.33208229430.00000000002552.155897440.0000000000252..1589974900.0000000000.000000000050.00000000004555.544764110.0000000000455..5476641900.0000000000.000000000070.00000000003992.666049770.0000000000392..6604497900.0000000000.000000000090.00000000002888.866746990.0000000000288..8674469900.0000000000.0000000000----------------------------------------------------------------------------------------------------------------------5.1.6.钢钢管桩轴力力统计：由上面计算数据据得出最大大钢管桩轴轴力为：455..5KN，单根钢钢管桩最大大容许轴力力为：[N]＝A×1140MPPa＝0.01105×1140e++6＝14711KN>4455.55KN，承载力力满足要求求。5.1.7.承承台及管桩桩设计临时支墩承台设设计为柔性性承台基础础，几何尺尺寸为：8.1mm×3.77m×0..5m（投影尺尺寸），与与线路斜交交37°。承台下下设置21根PTC管桩，桩桩间距顺桥桥向1.1225m，设置7列；横桥桥向间距1.455m，设置3排桩。(未计翼板板底设4根等长PTC管桩)承台计算分横向向检算及纵纵向检算，其其中顺桥向向检算主要要目的是对对承台顺桥桥向刚度及及荷载比例例进行分析析计算，横横桥向是为为了对承台台配筋及管管桩单桩承承载力进行行分析计算算，具体过过程如下：：5.1.7.11.顺桥向计计算取用顺桥向最大大对应荷载载进行局部部简化模型型分析取用荷载为：RR1＝342..3KN；R2＝455..5KN桩间距为1.5575m，计算模模型及结果果如下：反力图弯矩图内力计算杆端内力值(乘子子=11)----------------------------------------------------------------------------------------------------------------------杆端端1杆端2-------------------------------------------------------------------------------------------------------单元码轴力力剪力力弯矩矩轴力剪剪力弯弯矩----------------------------------------------------------------------------------------------------------------------100.00000000001977.038879200.000000000000.00000000001977.0388792778.811551668200.0000000000-1455.2611207778.81155166800.0000000000-1455.2611207-773.700875114300.00000000001766.4888794-773.70087511400.00000000001766.48887941111.66044882400.0000000000-2799.01112051111.6604488200.0000000000-2799.011120500.0000000000----------------------------------------------------------------------------------------------------------------------反力计算约束反力值(乘子子=11)----------------------------------------------------------------------------------------------------------------------结点约束束反力合力力支座------------------------------------------------------------------------------------------------------结点水平竖竖直力力矩大小角角度力力矩----------------------------------------------------------------------------------------------------------------------10.00000000001997.033879220.0000000000197..0387792900.0000000000.000000000030.00000000003221.755000220.0000000000321..7500002900.0000000000.000000000050.00000000002779.011120550.0000000000279..0112205900.0000000000.0000000000----------------------------------------------------------------------------------------------------------------------由以上结果可以以得出最大大弯矩111..6KNmm，荷载分分布系数为为0.2447：0.4003：0.3555.1.7.22.横桥向计计算取用横桥向最大大对应荷载载进行简化化模型分析析取用荷载为：RR1＋R2＝NN1＝266.9KNNN22＝441..6KNN3＝797..8KNN4＝687..7KN桩间距为1.1125m，计算模模型及结果果如下：弯矩图反力图内力计算杆端内力值(乘子子=11)----------------------------------------------------------------------------------------------------------------------杆端端1杆端2-------------------------------------------------------------------------------------------------------单元码轴力力剪力力弯矩矩轴力剪剪力弯弯矩----------------------------------------------------------------------------------------------------------------------100.00000000008.7707811893-33.265543211000.00000000008.770781189366.5300864220200.0000000000-26..1234456766.530086422000.0000000000-26..12344567-222.855802446300.000000000096..72933552-222.85580244600.000000000096..72933552773.877133005400.0000000000-5900.9700644773.87713300500.0000000000-5900.970064400.0000000000----------------------------------------------------------------------------------------------------------------------反力计算约束反力值(乘子子=11)----------------------------------------------------------------------------------------------------------------------结点约束束反力合力力支座------------------------------------------------------------------------------------------------------结点水平竖竖直力力矩大小角角度力力矩----------------------------------------------------------------------------------------------------------------------10.00000000002775.600781883.2665432210275..6078818900.0000000003.266543221010.00000000002775.600781883.2665432210275..6078818900.0000000003.266543221020.00000000004006.766872440.0000000000406..7687724900.0000000000.000000000030.00000000009220.655281220.0000000000920..6528812900.0000000000.000000000050.00000000005990.977064440.0000000000590..9706644900.0000000000.0000000000----------------------------------------------------------------------------------------------------------------------由以上数据可以以得出承台台最大弯矩矩为73.99KN·mm；实际施施工中将4#荷载作用用点与5#支点重合合，以消除除该最大弯弯矩值。最大单桩承载力力为：9220.655×0.4403＝371KKN5.1.8.承承台配筋计计算顺桥向最大弯矩矩：111..6KN··m横桥向最大弯矩矩：73.99KN·mm顺桥向布置φ220mm钢筋，间间距20cm，上下两两层，计算算结果如下下：横桥向布置φ112mm钢筋，间间距20cm，上下两两层，计算算结果如下下：承台检算均满足足容许强度度要求，可可以按照设设计图纸施施工。5.1.9.单单桩承载力力计算经计算取26mm长、外径400mmmPTCC预制管桩桩，计算单单桩承载力力为496KKN，安全储储备系数为为1.3。5.2.边跨中中支墩检算算5.2.1.计计算依据及及假定：⑴.混凝土容重266KN/mm⑵.翼缘板荷重由外外侧分离的的临时墩承承载，在做做承台检算算时予以分分离；⑶.支墩与梁体正交交；⑷.模板贝雷梁纵向向分布荷载载按照40KNN/m计(考虑施工工机具人员员及施工振振动荷载影影响)⑸.梁段荷载分布按按照均布荷荷载假设，简简化计算难难度(总体偏于于安全)5.2.2.纵纵向荷载分分析计算模模型及结果果反力图剪力图弯矩图内力计算杆端内力值(乘子子=11)----------------------------------------------------------------------------------------------------------------------杆端端1杆端2-------------------------------------------------------------------------------------------------------单元码轴力力剪力力弯矩矩轴力剪剪力弯弯矩----------------------------------------------------------------------------------------------------------------------100.0000000000