某特大橋連續(xù)梁支架設(shè)計(jì)計(jì)算書

某特大橋連續(xù)梁支架設(shè)計(jì)計(jì)算書1.工程概況1.1.工程平面位置及交通情況某特大橋橋址區(qū)地勢(shì)平坦開闊，主要為水田和菜地，局部有河網(wǎng)和地方道路穿越，地面標(biāo)高在3～5m。47-48#之間跨越虹橋鎮(zhèn)至溪西工業(yè)園地方公路，該公路路面為砼結(jié)構(gòu)，寬17.1m，與鐵路走向之間37°斜交。平面相對(duì)位置如下圖所示：1.2.結(jié)構(gòu)設(shè)計(jì)幾何尺寸設(shè)計(jì)46-49#墩為32+48+32m三跨現(xiàn)澆連續(xù)梁，梁長(zhǎng)113.1m，梁高2.8～3.4m。主梁橫斷面采用單室單箱斷面，箱梁頂板寬13.0m，兩側(cè)翼緣板懸臂長(zhǎng)3.31m，箱梁底寬5.56～5.74m；頂板厚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，腹板寬0.5～0.95m，根部加厚到1.15m；梁重約3410t。梁部截面如下圖所示：1.3.工程地質(zhì)資料根據(jù)某特大橋“JZ-Ⅲ04－霞16-2”的地質(zhì)資料,地質(zhì)情況自上而下分述如下：①.淤泥Q4m:灰色，流塑-軟塑，飽和，，層厚4.7m。②.粉質(zhì)黏土Q4m：灰褐色、黃褐色，軟塑，,層厚5.4m,。③.淤泥質(zhì)黏土Q4m：灰色-深灰色，流塑，飽和，,層厚35.7m。2．工程難點(diǎn)及應(yīng)對(duì)措施2.工程技術(shù)關(guān)鍵問(wèn)題分析2.1.技術(shù)難點(diǎn)⑴.地質(zhì)條件較差，地表下0-30m以流塑狀淤泥和淤泥質(zhì)黏土為主，部分為軟塑狀黏土，原狀土地基承載能力極差。⑵.47-48#墩與公路斜交角37°，公路路面寬17.2m(含兩側(cè)輔道)；兩線之間交叉角太小，公路路面過(guò)寬，給主跨(48m)支墩及支架布設(shè)造成較大影響。⑶.主跨梁底至公路路面高度僅為5.54～6.14m，考慮貝雷片、分配梁等高度后，路面至貝雷片底高度僅3.7m，對(duì)公路交通運(yùn)輸影響較大。2.2.應(yīng)對(duì)措施⑴.采用群樁基礎(chǔ)，以支墩方式解決整體地基承載能力弱的缺陷。⑵.在滿足汽車雙向正常運(yùn)輸?shù)那疤嵯拢m當(dāng)破除部分路面，支墩布置與公路走向平行，并設(shè)于公路兩側(cè)。⑶.適當(dāng)抬高中跨中部貝雷片標(biāo)高，同時(shí)降低中跨邊部貝雷片標(biāo)高，做到跨中梁底限高控制在4.0m，盡量滿足汽車正常運(yùn)輸。3.施工方案綜述3.1.方案概述根據(jù)目前現(xiàn)場(chǎng)情況，初步確定一個(gè)三跨通過(guò)的施工方案，邊跨及中跨中支墩采用振動(dòng)沉管樁或PTC樁施工群樁基礎(chǔ)，之后澆注0.5m厚承臺(tái)，完成后在承臺(tái)頂面設(shè)ф426×8mm鋼管雙排共18根形成中支墩。邊支墩直接在既有承臺(tái)面埋設(shè)鋼板，在鋼板面焊接ф426×8mm鋼管單排7根形成邊支墩。在支墩鋼管頂部鋪設(shè)雙I32工字鋼作橫向分配梁，橫向分配梁頂鋪設(shè)貝雷梁，橫向分布15列，縱向在邊跨處等高布置，中跨處布置成中間高、兩端低形狀。貝雷片之間通過(guò)橫向連接系聯(lián)成整體。貝雷片頂每60cm設(shè)一道I16工字鋼作分配梁，其上在中跨兩中支墩之間以方木和木楔子調(diào)節(jié)梁底標(biāo)高，其余部位以30×60或60×60cm碗扣架調(diào)節(jié)梁底標(biāo)高。模板采用18mm膠合板，邊墩和中墩承臺(tái)四周采用滿堂碗扣式腳手架。砼采用泵送連續(xù)灌注，由一端向另一端一次澆注成型。3.2.平面及立面布置簡(jiǎn)圖邊跨側(cè)視圖：邊跨正視圖：中跨布置圖：4.最不利工況分析本支撐系統(tǒng)中鋼管支撐分別位于主墩承臺(tái)和臨時(shí)小承臺(tái)上，由于主墩承臺(tái)承載力完全可以滿足梁段傳遞下來(lái)的荷載，所以最不利承載區(qū)域應(yīng)在中部臨時(shí)支墩上。經(jīng)過(guò)比對(duì)，單墩承載距離如下：邊跨：?jiǎn)味粘休d貝雷梁長(zhǎng)度為13.5m+13.5m（簡(jiǎn)化為兩跨連續(xù)梁）；中跨：?jiǎn)味粘休d貝雷梁長(zhǎng)度為1.6m+17.4m+17.9m+9.5m+1.6m（其中1.6m為墩身范圍，簡(jiǎn)化為3跨簡(jiǎn)支梁）綜上所述，本橋臨時(shí)墩檢算僅需要對(duì)中跨及邊跨的一排臨時(shí)支墩進(jìn)行分析計(jì)算即可保證整體結(jié)構(gòu)的安全。5.計(jì)算分析5.1.中跨一個(gè)臨時(shí)支墩荷載分布情況計(jì)算：5.1.1.計(jì)算依據(jù)及假定：⑴.混凝土容重26KN/m⑵.翼緣板荷重由外側(cè)分離的臨時(shí)墩承載，在做承臺(tái)檢算時(shí)予以分離；⑶.由于斜交角度37°，計(jì)算斜向分布荷載難度較大，現(xiàn)對(duì)斜置臨時(shí)墩做中心投影假定；⑷.模板貝雷梁縱向分布荷載按照40KN/m計(jì)(考慮施工機(jī)具人員及施工振動(dòng)荷載影響)⑸.梁段荷載分布按照均布荷載假設(shè)，簡(jiǎn)化計(jì)算難度(總體偏于安全)5.1.2.荷載縱向分布簡(jiǎn)圖R1R2梁體均布荷載：Q梁＝34100÷112m＝304.5KN/m總體均布荷載：Q＝344.5KN/m梁底范圍15片貝雷梁抗彎剛度：I=0.002504972×15＝0.03757m4R1＝344.5×13.45/2＝2316.8KNR2＝344.5×17.9/2＝3083KNFmax＝35mm橫向采用I16工字鋼做分配梁，R1側(cè)有11根，R2側(cè)有15根5.1.3.梁體橫向荷載分布系數(shù)λ1＝00.05778λ2＝0.20068λ3＝0.34471λ4＝0.38883根據(jù)荷載分布系系數(shù)可以求求出在支墩墩頂部梁體體及模板荷荷重分布情情況：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第一級(jí)荷載分布布計(jì)算簡(jiǎn)化化模型：5.1.4.梁梁體橫向荷荷載分布計(jì)計(jì)算R1排：彎矩圖剪力圖反力圖內(nèi)力計(jì)算桿端內(nèi)力值(乘子子=11)----------------------------------------------------------------------------------------------------------------------桿端端1桿端2-------------------------------------------------------------------------------------------------------單元碼軸力力剪力力彎矩矩軸力剪剪力彎彎矩----------------------------------------------------------------------------------------------------------------------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----------------------------------------------------------------------------------------------------------------------反力計(jì)算約束反力值(乘子子=11)----------------------------------------------------------------------------------------------------------------------結(jié)點(diǎn)約束束反力合力力支座------------------------------------------------------------------------------------------------------結(jié)點(diǎn)水平豎豎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：彎矩圖剪力圖反力圖內(nèi)力計(jì)算桿端內(nèi)力值(乘子子=11)----------------------------------------------------------------------------------------------------------------------桿端端1桿端2-------------------------------------------------------------------------------------------------------單元碼軸力力剪力力彎矩矩軸力剪剪力彎彎矩----------------------------------------------------------------------------------------------------------------------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----------------------------------------------------------------------------------------------------------------------反力計(jì)算約束反力值(乘子子=11)----------------------------------------------------------------------------------------------------------------------結(jié)點(diǎn)約束束反力合力力支座------------------------------------------------------------------------------------------------------結(jié)點(diǎn)水平豎豎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.貝貝雷梁向鋼鋼管樁傳遞遞荷載橫向荷載分布采采用2I322a工字鋼作作為分配結(jié)結(jié)構(gòu)，其幾幾何參數(shù)及及質(zhì)量特性性如下：慣性矩Ix=111080000000mm4截面面積A=67712mmm2R1排：反力圖內(nèi)力計(jì)算桿端內(nèi)力值(乘子子=11)----------------------------------------------------------------------------------------------------------------------桿端端1桿端2-------------------------------------------------------------------------------------------------------單元碼軸力力剪力力彎矩矩軸力剪剪力彎彎矩----------------------------------------------------------------------------------------------------------------------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----------------------------------------------------------------------------------------------------------------------反力計(jì)算約束反力值(乘子子=11)----------------------------------------------------------------------------------------------------------------------結(jié)點(diǎn)約束束反力合力力支座------------------------------------------------------------------------------------------------------結(jié)點(diǎn)水平豎豎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：反力圖內(nèi)力計(jì)算桿端內(nèi)力值(乘子子=11)----------------------------------------------------------------------------------------------------------------------桿端端1桿端2-------------------------------------------------------------------------------------------------------單元碼軸力力剪力力彎矩矩軸力剪剪力彎彎矩----------------------------------------------------------------------------------------------------------------------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----------------------------------------------------------------------------------------------------------------------反力計(jì)算約束反力值(乘子子=11)----------------------------------------------------------------------------------------------------------------------結(jié)點(diǎn)約束束反力合力力支座------------------------------------------------------------------------------------------------------結(jié)點(diǎn)水平豎豎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.鋼鋼管樁軸力力統(tǒng)計(jì)：由上面計(jì)算數(shù)據(jù)據(jù)得出最大大鋼管樁軸軸力為：455..5KN，單根鋼鋼管樁最大大容許軸力力為：[N]＝A×1140MPPa＝0.01105×1140e++6＝14711KN>4455.55KN，承載力力滿足要求求。5.1.7.承承臺(tái)及管樁樁設(shè)計(jì)臨時(shí)支墩承臺(tái)設(shè)設(shè)計(jì)為柔性性承臺(tái)基礎(chǔ)礎(chǔ)，幾何尺尺寸為：8.1mm×3.77m×0..5m（投影尺尺寸），與與線路斜交交37°。承臺(tái)下下設(shè)置21根PTC管樁，樁樁間距順橋橋向1.1225m，設(shè)置7列；橫橋橋向間距1.455m，設(shè)置3排樁。(未計(jì)翼板板底設(shè)4根等長(zhǎng)PTC管樁)承臺(tái)計(jì)算分橫向向檢算及縱縱向檢算，其其中順橋向向檢算主要要目的是對(duì)對(duì)承臺(tái)順橋橋向剛度及及荷載比例例進(jìn)行分析析計(jì)算，橫橫橋向是為為了對(duì)承臺(tái)臺(tái)配筋及管管樁單樁承承載力進(jìn)行行分析計(jì)算算，具體過(guò)過(guò)程如下：：5.1.7.11.順橋向計(jì)計(jì)算取用順橋向最大大對(duì)應(yīng)荷載載進(jìn)行局部部簡(jiǎn)化模型型分析取用荷載為：RR1＝342..3KN；R2＝455..5KN樁間距為1.5575m，計(jì)算模模型及結(jié)果果如下：反力圖彎矩圖內(nèi)力計(jì)算桿端內(nèi)力值(乘子子=11)----------------------------------------------------------------------------------------------------------------------桿端端1桿端2-------------------------------------------------------------------------------------------------------單元碼軸力力剪力力彎矩矩軸力剪剪力彎彎矩----------------------------------------------------------------------------------------------------------------------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----------------------------------------------------------------------------------------------------------------------反力計(jì)算約束反力值(乘子子=11)----------------------------------------------------------------------------------------------------------------------結(jié)點(diǎn)約束束反力合力力支座------------------------------------------------------------------------------------------------------結(jié)點(diǎn)水平豎豎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----------------------------------------------------------------------------------------------------------------------由以上結(jié)果可以以得出最大大彎矩111..6KNmm，荷載分分布系數(shù)為為0.2447：0.4003：0.3555.1.7.22.橫橋向計(jì)計(jì)算取用橫橋向最大大對(duì)應(yīng)荷載載進(jìn)行簡(jiǎn)化化模型分析析取用荷載為：RR1＋R2＝NN1＝266.9KNNN22＝441..6KNN3＝797..8KNN4＝687..7KN樁間距為1.1125m，計(jì)算模模型及結(jié)果果如下：彎矩圖反力圖內(nèi)力計(jì)算桿端內(nèi)力值(乘子子=11)----------------------------------------------------------------------------------------------------------------------桿端端1桿端2-------------------------------------------------------------------------------------------------------單元碼軸力力剪力力彎矩矩軸力剪剪力彎彎矩----------------------------------------------------------------------------------------------------------------------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----------------------------------------------------------------------------------------------------------------------反力計(jì)算約束反力值(乘子子=11)----------------------------------------------------------------------------------------------------------------------結(jié)點(diǎn)約束束反力合力力支座------------------------------------------------------------------------------------------------------結(jié)點(diǎn)水平豎豎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----------------------------------------------------------------------------------------------------------------------由以上數(shù)據(jù)可以以得出承臺(tái)臺(tái)最大彎矩矩為73.99KN·mm；實(shí)際施施工中將4#荷載作用用點(diǎn)與5#支點(diǎn)重合合，以消除除該最大彎彎矩值。最大單樁承載力力為：9220.655×0.4403＝371KKN5.1.8.承承臺(tái)配筋計(jì)計(jì)算順橋向最大彎矩矩：111..6KN··m橫橋向最大彎矩矩：73.99KN·mm順橋向布置φ220mm鋼筋，間間距20cm，上下兩兩層，計(jì)算算結(jié)果如下下：橫橋向布置φ112mm鋼筋，間間距20cm，上下兩兩層，計(jì)算算結(jié)果如下下：承臺(tái)檢算均滿足足容許強(qiáng)度度要求，可可以按照設(shè)設(shè)計(jì)圖紙施施工。5.1.9.單單樁承載力力計(jì)算經(jīng)計(jì)算取26mm長(zhǎng)、外徑400mmmPTCC預(yù)制管樁樁，計(jì)算單單樁承載力力為496KKN，安全儲(chǔ)儲(chǔ)備系數(shù)為為1.3。5.2.邊跨中中支墩檢算算5.2.1.計(jì)計(jì)算依據(jù)及及假定：⑴.混凝土容重266KN/mm⑵.翼緣板荷重由外外側(cè)分離的的臨時(shí)墩承承載，在做做承臺(tái)檢算算時(shí)予以分分離；⑶.支墩與梁體正交交；⑷.模板貝雷梁縱向向分布荷載載按照40KNN/m計(jì)(考慮施工工機(jī)具人員員及施工振振動(dòng)荷載影影響)⑸.梁段荷載分布按按照均布荷荷載假設(shè)，簡(jiǎn)簡(jiǎn)化計(jì)算難難度(總體偏于于安全)5.2.2.縱縱向荷載分分析計(jì)算模模型及結(jié)果果反力圖剪力圖彎矩圖內(nèi)力計(jì)算桿端內(nèi)力值(乘子子=11)----------------------------------------------------------------------------------------------------------------------桿端端1桿端2-------------------------------------------------------------------------------------------------------單元碼軸力力剪力力彎矩矩軸力剪剪力彎彎矩----------------------------------------------------------------------------------------------------------------------100.0000000000