古鎮(zhèn)至神灣一級公路第VII標石岐河大橋掛籃計算書

石歧河大橋連續(xù)梁掛籃計算書PAGEPAGE1第1頁共60頁目錄一、工程概況 2二、設計依據(jù) 3三、掛籃結構選型 3四、掛籃設計參數(shù) 4五、掛籃設計控制工況 5六、設計計算 5（一）計算工況表 5（二）工況一計算（1＃塊） 61)、計算圖示 62)、計算結果 6（三）工況二計算（2＃塊） 191)、計算圖示 192)、計算結果 19（四）工況三計算（9＃塊） 321)、計算圖示 322)、計算結果 32（五）工況四計算（空載行走） 451)、計算圖示 452)、計算結果 45（六）主要構件應力匯總表 57（七）支點反力 571）、加載下支點最大反力 572）、空載下支點反力 57(八)吊帶銷子計算 581）、前、后吊帶銷子計算 582）、行走吊帶銷子計算 58（九）掛籃結構局部計算 581）、主梁銷子驗算 582）、掛籃澆筑時的抗傾覆計算 583）、空載行走時小車等計算 594）、掛籃支腿處局部計算 595）、后錨處主梁局部計算 59古鎮(zhèn)至神灣一級公路第VII標石岐河大橋掛籃計算書一、工程概況中山市古鎮(zhèn)至神灣一級公路起于中山市古鎮(zhèn)鎮(zhèn)東北部沙水公路與東岸北路交叉處（設置平面交叉），沿古鎮(zhèn)規(guī)劃的東岸中路布線，至岐江公路后折向西南，隨后線位沿西江東岸南行，經古鎮(zhèn)、橫欄、大涌、板芙、神灣五鎮(zhèn)，止于神灣鎮(zhèn)省道S365線（麻陽公路），路線大致由北向南展布。本項目是形成規(guī)劃的中山市外環(huán)公路西段，它的建設對提高中山市西部鎮(zhèn)區(qū)的公路網密度，改善該區(qū)域公路交通基礎設施相對落后的狀況，改善投資環(huán)境，促進沿線鎮(zhèn)區(qū)經濟發(fā)展具有重要的意義。中山市古鎮(zhèn)至神灣公路全線采用一級公路標準。計算行車速度100Km/h，雙向四車道，路幅全寬25.5m。本標段為第Ⅶ標段，起點樁號K31+500，終點樁號K35+600，短鏈30.505m，路線全長4569.495m。中山市板芙鎮(zhèn)位于中山市區(qū)南面約13Km，本標段工地位于板芙鎮(zhèn)的板尾村與金鐘村范圍內，標段起點距離中山市市區(qū)約18Km。石歧河大橋跨越岐江，岐江屬于西江水系，為Ⅳ級航道，河面寬度約155m。一個T構為14對懸澆箱梁塊段，懸臂澆注塊段長度分別有3.0m、3.5m、4.0m三種，主橋箱梁0號塊長10m，1號塊段長3m，2～8號塊段長3.5m，9～14號塊段長4m，跨中合攏段長2m。最重塊段2#塊重152.1t，1#塊重137.3t，9#塊重109.9t。箱梁施工采用掛籃逐節(jié)懸澆進行1#～14#塊的澆筑施工。標準斷面如下：構造特征如下表塊段名稱節(jié)段長度(cm)節(jié)段體積(m3)節(jié)段重量(t)頂板厚（cm）腹板厚d（cm）底板厚D（cm）梁高h（cm）0＃1000296.8771.66501＃30052.8137.3282＃35058.5152.1289＃40042.3109.928二、設計依據(jù)1、《中山市古鎮(zhèn)至神灣一級公路第VII標兩階段施工圖設計文件》第三冊，鐵道部第二勘察設計院；2、《公路橋涵施工技術規(guī)范》JTJ041－2000，人民交通出版社；3、《鋼結構設計手冊》（第二版），中國建筑工業(yè)出版社；4、《公路橋涵鋼結構及木結構設計規(guī)范》（JTJ025－86），人民交通出版社；5、《建筑結構靜力計算手冊》，中國建筑工業(yè)出版社。三、掛籃結構選型掛籃由主桁、底籃、懸吊系統(tǒng)、后錨及行走系統(tǒng)、模板系統(tǒng)等部分組成。1、主桁：主桁為三角桁片，由立柱、斜拉帶、主梁組成。（1）主梁由2根H500×200型鋼加工而成，共長12.0m（2）立柱由2根H500×200型鋼加工而成，共長458cm，銷孔間距為399.4立柱上橫聯(lián)和斜撐及主梁斜撐均采用由槽鋼［25ａ，上中橫梁和主梁后平聯(lián)采用2［36ａ，均采用螺栓連接。（3）斜拉帶由200×3cm鋼板加工而成，在端部兩面各加焊1.42、底籃：底籃由前橫梁、后橫梁、縱梁等組成。(１)前橫梁、后橫梁：底籃前橫梁由2H400×150加工而成，橫梁上設加勁板及連接板，前橫梁長1055cm；底籃后橫梁由2H450×15（2）縱梁：底籃前橫梁由I36a加工而成，底籃縱梁每根長600cm。3、懸吊系統(tǒng)：（1）上前橫梁：上前橫梁為型鋼梁，由2H450×150加工而成，橫梁上設加勁板及連接板，后橫梁長905cm（2）前后吊帶及箱內后錨帶：前后吊帶及箱內后錨帶均為16Mn鋼。除了行走吊帶截面為20cm×1cm外，其余吊帶截面均為20cm×24、后錨及行走系統(tǒng)：（1）后錨由錨固梁、錨桿組成，上端通過錨固梁錨于主梁后支點前后，下端通過錨桿及連接器錨于豎向預應力筋或預埋筋上。一個掛籃共設后錨8根，在主梁后支點前后各設四根。（2）行走系統(tǒng)：整個桁架結構支承在由工字鋼加工而成的前、后支腿上。每組主梁的支腿下設一套行走系統(tǒng)，行走系統(tǒng)主要包括：行走系扁擔梁、行走支腿、行走輪、軌道等。5、模板系統(tǒng)：模板由內、外模組成。由于古神路沒有提供模板及模板支架的重量，模板及其支架的重量根據(jù)有關資料及本單位的施工經驗確定。四、掛籃設計參數(shù)1、允許最大變形：20mm；施工時、行走時的抗傾覆安全系數(shù)：2；自錨固系統(tǒng)的安全系數(shù)：2。2、箱梁荷載：按混凝土自重按2.6T/m3計算，（取1#塊重137.3t，2#塊重152.1t，9#塊重109.9t）。3、施工人員和材料等堆放荷載取2.5Kpa；4、脹模系數(shù)取1.05；5、振搗對水平模板產生的荷載取2Kpa。6、外模板采用桁架式模板，根據(jù)有關資料及本單位的施工經驗按25t計算。7、掛籃自重：按設計選材確定。8、各種材料的設計控制值采用《公路橋涵鋼結構及木結構設計規(guī)范》JTJ025-86，A3鋼軸向應力為170MPa，彎曲應力170MPa，剪應力85MPa，節(jié)點銷子的孔壁承壓應力為210MPa；16Mn鋼的軸向應力為200MPa；45號鋼軸向應力為210MPa，彎曲應力360MPa，剪應力125MPa，節(jié)點銷子的孔壁承壓應力為255MPa。五、掛籃設計控制工況掛籃在結構自重等永久恒荷載和施工活荷載作用下計算掛籃各構件的強度，以掛籃各構件的強度為設計強度控制手段；在施工活荷載作用下計算掛籃各構件剛度，以掛籃結構總體變形為設計變形控制手段；空載行走（前移）和施工時計算掛籃的抗傾覆安全系數(shù)和自錨固系統(tǒng)的安全系數(shù)。掛籃控制計算主要按1＃塊、2＃塊、9＃塊及掛籃空載行走等4種工況進行：六、設計計算（一）計算工況表工況工況名稱計算塊段長度荷載（t）控制參數(shù)工況一1＃塊段3.0m137.3t×1.05+掛籃自重及施工荷載強度和剛度工況二2＃塊段3.5m152.1t×1.05+掛籃自重及施工荷載強度和剛度工況三9＃塊段4.0m109.9t×1.05+掛籃自重及施工荷載強度和剛度工況四空載行走——掛籃自重及施工荷載強度（二）工況一計算（1＃塊）1)、計算圖示計算圖式2)、計算結果最大撓度為14.899mm（變形圖各單元受力及豎向變形如下：PRINTELEMENTTABLEITEMSPERELEMENT*****POST1ELEMENTTABLELISTING*****LS1——I軸向應力(pa)LS6——J軸向應力(pa)NMIS1——I端最大應力(pa)NMIS3——J端最大應力(pa)NMIS2——I端最小應力(pa)NMIS4——J端最小應力(pa)UY——豎向變形（m）PRINTELEMENTTABLEITEMSPERELEMENT*****POST1ELEMENTTABLELISTING*****STATCURRENTCURRENTCURRENTCURRENTCURRENTCURRENTCURRENTELEMLS1LS6NMIS1NMIS3NMIS2NMIS4UY1-0.18868E+08-0.18868E+08-0.18092E+08-0.15977E+08-0.19643E+08-0.21758E+080.38329E-032-0.18868E+08-0.18868E+08-0.15977E+08-0.13690E+08-0.21758E+08-0.24046E+080.50967E-033-0.18868E+08-0.18868E+08-0.13690E+08-0.11230E+08-0.24046E+08-0.26505E+080.61678E-034-0.18868E+08-0.18868E+08-0.11230E+08-0.85980E+07-0.26505E+08-0.29137E+080.69330E-035-0.18868E+08-0.18868E+08-0.85980E+07-0.57937E+07-0.29137E+08-0.31942E+080.72712E-036-0.18868E+08-0.18868E+08-0.57937E+07-0.28170E+07-0.31942E+08-0.34918E+080.70528E-037-0.18868E+08-0.18868E+08-0.28170E+070.33194E+06-0.34918E+08-0.38067E+080.61404E-038-0.18868E+08-0.18868E+080.33194E+060.36532E+07-0.38067E+08-0.41389E+080.43880E-039-0.18868E+08-0.18868E+080.36532E+070.71468E+07-0.41389E+08-0.44882E+080.16415E-0310-0.18868E+08-0.18868E+080.71389E+070.37848E+07-0.44875E+08-0.41521E+08-0.22333E-0311-0.18868E+08-0.18868E+080.37848E+070.60314E+06-0.41521E+08-0.38339E+08-0.72396E-0312-0.18868E+08-0.18868E+080.60314E+06-0.24063E+07-0.38339E+08-0.35330E+08-0.13249E-0213-0.18868E+08-0.18868E+08-0.24063E+07-0.52434E+07-0.35330E+08-0.32493E+08-0.20116E-0214-0.18868E+08-0.18868E+08-0.52434E+07-0.79081E+07-0.32493E+08-0.29828E+08-0.27699E-0215-0.18868E+08-0.18868E+08-0.79081E+07-0.10401E+08-0.29828E+08-0.27335E+08-0.35868E-0216-0.18868E+08-0.18868E+08-0.10401E+08-0.12721E+08-0.27335E+08-0.25015E+08-0.44500E-0217-0.18868E+08-0.18868E+08-0.12721E+08-0.14869E+08-0.25015E+08-0.22867E+08-0.53482E-0218-0.18868E+08-0.18868E+08-0.14869E+08-0.16844E+08-0.22867E+08-0.20892E+08-0.62705E-0219-0.18868E+08-0.18868E+08-0.16844E+08-0.18647E+08-0.20892E+08-0.19089E+08-0.72072E-0220-0.36384E+080.00000.00000.00000.00000.0000-0.38983E-03210.48315E+080.00000.00000.00000.00000.0000-0.42288E-02220.50787E+080.00000.00000.00000.00000.0000-0.23150E-03230.44330E+080.00000.00000.00000.00000.00000.15832E-0324-46158.0.00000.00000.00000.00000.0000-0.77974E-03250.00000.00000.22055E+060.22440E-06-0.22055E+06-0.22440E-06-0.84332E-02260.00000.000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