某特大橋連續(xù)梁支架設(shè)計計算書

某特大橋連續(xù)梁支架設(shè)計計算書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。平面相對位置如下圖所示：1.2.結(jié)構(gòu)設(shè)計幾何尺寸設(shè)計46-49#墩為32+48+32m三跨現(xiàn)澆連續(xù)梁，梁長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．工程難點及應(yīng)對措施2.工程技術(shù)關(guān)鍵問題分析2.1.技術(shù)難點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，對公路交通運輸影響較大。2.2.應(yīng)對措施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輸?shù)那疤嵯?，適當破除部分路面，支墩布置與公路走向平行，并設(shè)于公路兩側(cè)。⑶.適當抬高中跨中部貝雷片標高，同時降低中跨邊部貝雷片標高，做到跨中梁底限高控制在4.0m，盡量滿足汽車正常運輸。3.施工方案綜述3.1.方案概述根據(jù)目前現(xiàn)場情況，初步確定一個三跨通過的施工方案，邊跨及中跨中支墩采用振動沉管樁或PTC樁施工群樁基礎(chǔ)，之后澆注0.5m厚承臺，完成后在承臺頂面設(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)梁底標高，其余部位以30×60或60×60cm碗扣架調(diào)節(jié)梁底標高。模板采用18mm膠合板，邊墩和中墩承臺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和臨時小承臺上，由于主墩承臺承載力完全可以滿足梁段傳遞下來的荷載，所以最不利承載區(qū)域應(yīng)在中部臨時支墩上。經(jīng)過比對，單墩承載距離如下：邊跨：單墩承載貝雷梁長度為13.5m+13.5m（簡化為兩跨連續(xù)梁）；中跨：單墩承載貝雷梁長度為1.6m+17.4m+17.9m+9.5m+1.6m（其中1.6m為墩身范圍，簡化為3跨簡支梁）綜上所述，本橋臨時墩檢算僅需要對中跨及邊跨的一排臨時支墩進行分析計算即可保證整體結(jié)構(gòu)的安全。5.計算分析5.1.中跨一個臨時支墩荷載分布情況計算：5.1.1.計算依據(jù)及假定：⑴.混凝土容重26KN/m⑵.翼緣板荷重由外側(cè)分離的臨時墩承載，在做承臺檢算時予以分離；⑶.由于斜交角度37°，計算斜向分布荷載難度較大，現(xiàn)對斜置臨時墩做中心投影假定；⑷.模板貝雷梁縱向分布荷載按照40KN/m計(考慮施工機具人員及施工振動荷載影響)⑸.梁段荷載分布按照均布荷載假設(shè)，簡化計算難度(總體偏于安全)5.1.2.荷載縱向分布簡圖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第一級荷載分布布計算簡化化模型：5.1.4.梁梁體橫向荷荷載分布計計算R1排：彎矩圖剪力圖反力圖內(nèi)力計算桿端內(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----------------------------------------------------------------------------------------------------------------------反力計算約束反力值(乘子子=11)----------------------------------------------------------------------------------------------------------------------結(jié)點約束束反力合力力支座------------------------------------------------------------------------------------------------------結(jié)點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----------------------------------------------------------------------------------------------------------------------反力計算約束反力值(乘子子=11)----------------------------------------------------------------------------------------------------------------------結(jié)點約束束反力合力力支座------------------------------------------------------------------------------------------------------結(jié)點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----------------------------------------------------------------------------------------------------------------------反力計算約束反力值(乘子子=11)----------------------------------------------------------------------------------------------------------------------結(jié)點約束束反力合力力支座------------------------------------------------------------------------------------------------------結(jié)點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----------------------------------------------------------------------------------------------------------------------反力計算約束反力值(乘子子=11)----------------------------------------------------------------------------------------------------------------------結(jié)點約束束反力合力力支座------------------------------------------------------------------------------------------------------結(jié)點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：由上面計算數(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.承承臺及管樁樁設(shè)計臨時支墩承臺設(shè)設(shè)計為柔性性承臺基礎(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。(未計翼板板底設(shè)4根等長PTC管樁)承臺計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對承臺順橋橋向剛度及及荷載比例例進行分析析計算，橫橫橋向是為為了對承臺臺配筋及管管樁單樁承承載力進行行分析計算算，具體過過程如下：：5.1.7.11.順橋向計計算取用順橋向最大大對應(yīng)荷載載進行局部部簡化模型型分析取用荷載為：RR1＝342..3KN；R2＝455..5KN樁間距為1.5575m，計算模模型及結(jié)果果如下：反力圖彎矩圖內(nèi)力計算桿端內(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----------------------------------------------------------------------------------------------------------------------反力計算約束反力值(乘子子=11)----------------------------------------------------------------------------------------------------------------------結(jié)點約束束反力合力力支座------------------------------------------------------------------------------------------------------結(jié)點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.橫橋向計計算取用橫橋向最大大對應(yīng)荷載載進行簡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，計算模模型及結(jié)果果如下：彎矩圖反力圖內(nèi)力計算桿端內(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----------------------------------------------------------------------------------------------------------------------反力計算約束反力值(乘子子=11)----------------------------------------------------------------------------------------------------------------------結(jié)點約束束反力合力力支座------------------------------------------------------------------------------------------------------結(jié)點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)可以以得出承臺臺最大彎矩矩為73.99KN·mm；實際施施工中將4#荷載作用用點與5#支點重合合，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.承承臺配筋計計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，計算算結(jié)果如下下：承臺檢算均滿足足容許強度度要求，可可以按照設(shè)設(shè)計圖紙施施工。5.1.9.單單樁承載力力計算經(jīng)計算取26mm長、外徑400mmmPTCC預(yù)制管樁樁，計算單單樁承載力力為496KKN，安全儲儲備系數(shù)為為1.3。5.2.邊跨中中支墩檢算算5.2.1.計計算依據(jù)及及假定：⑴.混凝土容重266KN/mm⑵.翼緣板荷重由外外側(cè)分離的的臨時墩承承載，在做做承臺檢算算時予以分分離；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(考慮施工工機具人員員及施工振振動荷載影影響)⑸.梁段荷載分布按按照均布荷荷載假設(shè)，簡簡化計算難難度(總體偏于于安全)5.2.2.縱縱向荷載分分析計算模模型及結(jié)果果反力圖剪力圖彎矩圖內(nèi)力計算桿端內(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