預(yù)應(yīng)力混凝土連續(xù)剛構(gòu)橋計算書二

PAGEPAGE1預(yù)應(yīng)力混凝土連連續(xù)剛構(gòu)橋計算書課程名稱：大跨跨度橋梁學(xué)院：土木與建建筑學(xué)院任課教師：/教教授學(xué)生姓名學(xué)生學(xué)號：專業(yè)方向：建筑筑與土木工程程（橋梁與隧道工工程）日期：20177年1月100日目錄TOC\o"1-2"\h\z\u一、基本信息331.1工程概概況31.2技術(shù)標(biāo)標(biāo)準(zhǔn)31.3主要規(guī)規(guī)范41.4結(jié)構(gòu)概概述41.5主要材材料及材料性性能61.6計算原原則、內(nèi)容及及控制標(biāo)準(zhǔn)66二、模型建立與與分析72.1計算模模型72.2主要鋼鋼筋布置圖及及材料用表1102.3截面特特性及有效寬寬度122.4荷載工工況及荷載組組合12三、內(nèi)力圖1333.1內(nèi)力圖圖13四、持久狀況承承載能力極限限狀態(tài)驗算結(jié)結(jié)果504.1截面受受壓區(qū)高度5504.2正截面面抗彎承載能能力驗算5004.3斜截面面抗剪承載能能力驗算5004.4抗扭承承載能力驗算算514.5支反力力計算51五、持久狀況正正常使用極限限狀態(tài)驗算結(jié)結(jié)果535.1結(jié)構(gòu)正正截面抗裂驗驗算535.2結(jié)構(gòu)斜斜截面抗裂驗驗算53六、持久狀況構(gòu)構(gòu)件應(yīng)力驗算算結(jié)果546.1正截面面混凝土法向向壓應(yīng)力驗算算546.2正截面面受拉區(qū)鋼筋筋拉應(yīng)力驗算算546.3斜截面面混凝土的主主壓應(yīng)力驗算算55七、短暫狀況構(gòu)構(gòu)件應(yīng)力驗算算結(jié)果557.1短暫狀狀況構(gòu)件應(yīng)力力驗算55八、詳細(xì)計算表表格55一、基本信息本人學(xué)號1622020300383，根根據(jù)教學(xué)要求求，設(shè)計的橋橋型主跨為1128m（120+學(xué)號號倒數(shù)第二位位），橋?qū)挒闉?2.3mm（12+學(xué)號倒倒數(shù)第一位//10）,施工方法采采用懸臂澆筑筑。計算要求求包括：考慮慮施工過程，計計算恒載、活活載、溫度、溫溫度梯度、支支座沉降等作作用下內(nèi)力和和組合內(nèi)力，出出計算書。圖圖紙要求包括括:方案布置圖圖和上部結(jié)構(gòu)構(gòu)一般構(gòu)造圖圖。1.1工程概概況本設(shè)計采用855+128++85m三跨跨預(yù)應(yīng)力混凝凝土連續(xù)剛構(gòu)構(gòu)橋結(jié)構(gòu)體系系。兩端懸臂臂長度均為885m，相應(yīng)應(yīng)的懸臂根部部梁高為7mm，梁端梁高高為2.7mm。中跨跨中中梁高2.77m。形成一一個通航孔，橋橋面最大縱坡坡2.43℅。主主梁截面全部部使用單箱單單室截面。下下部結(jié)構(gòu)基礎(chǔ)礎(chǔ)分別采用明明挖擴大基礎(chǔ)礎(chǔ)及灌注混凝凝土，墩身為為實腹長方形形截面。本方案技術(shù)較先先進，工藝要要求較嚴(yán)格，主主梁上部結(jié)構(gòu)構(gòu)施工方法采采用懸臂澆筑筑。采用移動動式掛籃作為為主要施工設(shè)設(shè)備，以橋墩墩為中心，對對稱地向兩岸岸利用掛籃澆澆筑節(jié)段的混混凝土，待混混凝土達到要要求強度后，便便張拉預(yù)應(yīng)力力束，然后移移動掛籃，進進行下一節(jié)段段施工。本方案屬于超靜靜定結(jié)構(gòu)，該該連續(xù)剛構(gòu)橋橋既保持了連連續(xù)梁無伸縮縮縫、行車平平順的優(yōu)點，又又保持了T構(gòu)不須設(shè)大大噸位支座的的優(yōu)點，同時時避免了連續(xù)續(xù)梁（存在臨臨時固結(jié)和體體系轉(zhuǎn)換）和和T構(gòu)（存在伸伸縮縫問題）兩兩者的缺點，養(yǎng)養(yǎng)護工作量小小。此外，連連續(xù)鋼構(gòu)施工工穩(wěn)固性好，減減少或避免邊邊跨梁端搭架架合龍的難度度。但此橋型對地基基承載力的要要求更高，若若地基發(fā)生過過大的不均勻勻沉降，連續(xù)續(xù)梁可通過調(diào)調(diào)整墩頂支座座的高程，抵抵消下沉來補補救，而連續(xù)續(xù)剛構(gòu)則做不不到。當(dāng)其主主墩剛度過大大時，中跨梁梁體因會產(chǎn)生生過大的溫差差拉力而對結(jié)結(jié)構(gòu)受力不利利。此外，梁梁墩聯(lián)結(jié)處應(yīng)應(yīng)力復(fù)雜也是是連續(xù)剛構(gòu)的的一個缺點。1.2技術(shù)標(biāo)標(biāo)準(zhǔn)（1）主跨徑：：128m((此為橋墩中中距)。（2）橋?qū)挘?12.3m（22×凈5.55m（車行道道）+0.99m（中央分分隔帶）+22×0.2mm（及護欄）==12.3mm）。（3）設(shè)計荷載載：公路-Ⅰ級（汽車車-超20級，掛車車-120級）。（4）防撞欄桿桿：單側(cè)按每每延米9.00KN。（5）截面：主主梁采用變截截面單箱單室室的箱形截面面，橋墩采用用實腹長方形形截面。（6）橋面縱坡坡：左2.443℅，中0，右2.400℅。（7）橋面橫坡坡：1.5℅，并并適當(dāng)設(shè)置路路拱。（8）地質(zhì)情況況：河中為大大范圍紫紅色色砂巖。（9）墩高：440m。（10）橋墩形形式：豎直雙雙肢薄壁墩。（11）基礎(chǔ)形形式：剛性基基礎(chǔ)。1.3主要規(guī)規(guī)范1)《公路鋼筋筋混凝土及預(yù)預(yù)應(yīng)力混凝土土橋涵設(shè)計規(guī)規(guī)范》（JTTGD622-20044）2)《公路橋涵涵設(shè)計通用規(guī)規(guī)范》（JTTGD600-20044）3)《公路工程程技術(shù)標(biāo)準(zhǔn)》（JJTGB001-20003）4)《公路橋橋梁抗震設(shè)計計細(xì)則》（JJTG/TB02-001-20008）5)《公路橋涵涵地基與基礎(chǔ)礎(chǔ)設(shè)計規(guī)范》（JJTGD663-20007）6)《城市橋梁梁設(shè)計規(guī)范》（CCJJ11--2011）1.4結(jié)構(gòu)概概述1.4.1橋梁梁結(jié)構(gòu)圖示（如如圖1）圖11.4.2橋梁梁主跨和邊跨跨的擬定主跨根據(jù)教學(xué)要要求徑定位1128m。對對國內(nèi)外已建建成的連續(xù)剛剛構(gòu)橋，邊跨跨和主跨的跨跨徑比值在00.5～0.6922之間，大部部分在0.555～0.58之間間。采用0..664倍的的中跨徑，即即85m，則全全聯(lián)跨徑為：：85+1228+85==298m。1.4.3順橋橋向梁的尺寸寸擬定大跨連續(xù)剛構(gòu)橋橋主梁一般采采用箱形截面面，箱梁根部部截面的高跨跨比一般為11/16～1/20，其其中大部分為為1/18左右右，也有少數(shù)數(shù)橋梁達到或或低于1/220.跨中截截面梁高通常常為支點截面面梁高的1//2.5～1/3.55，略小于連連續(xù)梁的跨中中梁高。支點處梁高：箱箱梁根部高跨跨比取1/118.29倍倍，即7m..跨中梁高：跨中中截面梁高取取支點梁高的的1/2,559倍，即2.77m.梁底曲線：選用用二次拋物線線，以跨中梁底為原原點，曲線方方程為：Y==-0.00010498805X2以支點梁底為原原點，曲線方方程為;Y==-0.00005951156X21.4.4橋墩墩尺寸擬定考慮連續(xù)剛構(gòu)橋橋的橋墩與懸懸臂箱梁固結(jié)結(jié)，需承受懸懸臂箱梁傳來來的軸向力及及不平衡力矩矩，采用豎直直雙肢薄壁墩墩，墩寬B==8.1m,,墩高H=1..8m。1.4.5箱梁梁尺寸擬定當(dāng)跨徑超過600m時，橫截截面多為箱形形。而B=112.3m，采采取單箱單室室截面。如圖圖2所示。圖2截面構(gòu)造圖圖（1）頂板、底底板厚度;箱梁根部底板厚厚度：一般約約為墩頂梁高高的1/100～1/12，取取85cm。箱梁跨中底板厚厚度：取266cm。箱梁頂板厚度：：箱梁斷面頂頂板厚在全梁梁范圍內(nèi)一致致取25cmm。（2）箱梁腹板板：腹板內(nèi)無預(yù)應(yīng)力力束管道布置置時可采用2200mm；；腹板內(nèi)有預(yù)應(yīng)力力束管道布置置時可采用2250～300mmm；腹板內(nèi)有預(yù)應(yīng)力力束筋錨頭時時采用3500mm。故本設(shè)計中采用用腹板厚度為為35cm。在大跨徑橋中，為為減少梁的自自重彎矩，將將腹板盡量減減小為好，在在支點處腹板板厚度為滿足足剪應(yīng)力與主主拉應(yīng)力要求求時，可參照照下式選用：：t=0.002B（1+0.002L）。本本設(shè)計中，BB=12.33m，L=1288m，故t=0..876m，而而選用25ccm腹板時，t==0.25××3×2=1.550m﹥0.8766m，故可以以?！痞?B=1..5/12..3=1/88.2,不符符合1/133～1/19..。δ/B=00.25/44.8=1//19.2,,滿足1/155～1/20..(3)其余各處處具體尺寸：：在墩上、中中跨跨中、邊邊跨跨中和橋橋的端部設(shè)橫橫梁。故在邊邊跨離根部442.5m處處，中跨跨中中、墩上、端端部各設(shè)一道道6.9m寬的的橫梁，并把把單室擴為雙雙室。截面構(gòu)構(gòu)造如圖3所示。1.4.6橋面面鋪裝由《公路橋涵設(shè)設(shè)計通用規(guī)范范》（JTGGD60--2004）第第1.7.11條，橋面路路緣內(nèi)設(shè)置88cm厚瀝青青混凝土鋪裝裝層。1.4.7施工工方法（1）主梁采用用墩梁固結(jié)的的掛籃懸臂澆澆筑施工。（2）橋墩采用用液壓爬模施施工。（3）基礎(chǔ)采用用鋼圍囹澆筑筑混凝土。1.5主要材材料及材料性性能（1）箱梁混凝凝土：C500（2）橋墩鋼筋筋混凝土：CC30（3）基礎(chǔ)混凝凝土：C200（4）預(yù)應(yīng)力鋼鋼筋：采用抗抗拉強度標(biāo)準(zhǔn)準(zhǔn)值為18660MPa，公公稱直徑d==15.2mmm的低松弛弛高強度鋼絞絞線。（5）非預(yù)應(yīng)力力鋼筋：受力力筋采用Ⅱ級級HRB4000級鋼筋，非非受力筋采用用Ⅰ級HPBB300級鋼鋼筋。1)混混凝土表格SEQ表格\*ARABIC1混凝凝土表格強度等級彈性模量(MPPa)容重EQ(kN/m33)線膨脹系數(shù)EQfck(MPPa)EQftk(MPPa)EQfcd(MPPa)EQftd(MPPa)C503450025.000.000011032.402.6522.401.83C303000025.000.000011020.102.0113.801.392)普普通鋼筋表格SEQ表格\*ARABIC2普通通鋼筋表格普通鋼筋彈性模量(MPPa)容重EQ(kN/m33)EQfsk(MPPa)EQfsd(MPPa)EQf'sd(MPPa)R23521000076.98235195195HRB33520000076.98335280280HRB40020000076.98400330330KL40020000076.984003303303)預(yù)預(yù)應(yīng)力材料表格SEQ表格\*ARABIC3預(yù)應(yīng)應(yīng)力材料表格格預(yù)應(yīng)力鋼絞線彈性模量(MPPa)張拉控制應(yīng)力((MPa)孔道磨阻系數(shù)孔道偏差系數(shù)鋼絞線松弛系數(shù)數(shù)一端錨固回縮值值(m)Bot19500000.3000.0066001.00.006000Top19500000.2000.0010001.00.0060001.6計算原原則、內(nèi)容及及控制標(biāo)準(zhǔn)1.6.1計計算原則（1）汽車—超超20級作用用下各截面的的最大彎矩汽車車荷載偏載時時的增大系數(shù)數(shù)。活載偏載載時的增大系系數(shù)，習(xí)慣上上有兩種取值值方法：一是是將箱梁視未未開口截面，按按偏心壓力法法（剛性橫梁梁法）求出邊邊肋的橫向分分布系數(shù)，作作為增大系數(shù)數(shù)取值的依據(jù)據(jù)；另一則是是將活載產(chǎn)生生的內(nèi)力直接接增大15%%。本設(shè)計對對汽車荷載偏偏安全地取前前一種方法計計算。（2）掛車-1120級作用用下各截面的的最大彎矩及及最大剪力驗算時，平板掛掛車不考慮沖沖擊力；由《公公路橋涵設(shè)計計通用規(guī)范》（JJTGD660-20004）第2..3.5條之之二可知，平平板掛車在11橋梁全長內(nèi)內(nèi)用一輛布載載。掛車荷載載偏載時的增增大系數(shù)取115%考慮。（3）掛車車荷載不與人人群荷載及其其他荷載同時時出現(xiàn)。1.6.2計計算內(nèi)容考慮施工過程，計計算恒載、活活載、溫度、溫溫度梯度、支支座沉降等作作用下內(nèi)力和和組合內(nèi)力，出出計算書。1.6.2控制標(biāo)準(zhǔn)（1）求汽車荷荷載沖擊系數(shù)數(shù)。根據(jù)《公公路橋涵設(shè)計計通用規(guī)范》（JJTGD660-20004）第2..3.2條表表2.3.22-1的規(guī)定定，當(dāng)荷載長長度L在5mm與45m之之間時，沖擊擊系數(shù)μ可按按下式計算：：μ=（45-LL）×0.33/（45--5）=0..3375--0.00775L（2）各截面荷荷載內(nèi)力組合合由《通用規(guī)范》第第4.1.22條，在按極極限狀態(tài)設(shè)計計箱梁各截面面時，應(yīng)按組組合Ⅰ（恒載載+汽車荷載載+人群荷載載）及組合ⅡⅡ（恒載+掛掛車荷載）分分別組合荷載載，并選取相相應(yīng)的荷載安安全系數(shù)，注注意到荷載效效應(yīng)占總荷載載效應(yīng)不同比比例時需考慮慮不同的提高高系數(shù)。二、模型建立與與分析2.1計算模模型圖3計算模型型圖1）節(jié)點數(shù)量：：80；圖4節(jié)點點劃分圖示2）單元數(shù)量：：75；圖5單元劃劃分圖示3）邊界條件數(shù)數(shù)量：6支承分別為為每個橋墩兩兩個，邊跨支支點各一處；；彈性連接每每個橋墩與主主梁固結(jié)處各各兩個。圖6邊界條條件4)施施工階段數(shù)量量：16，施施工階段步驟驟如下：施工階段段1：CSS1，持續(xù)續(xù)時間12天天；施工階段段9：CSS9，持續(xù)續(xù)時間12天天；施工階段段2：CSS2，持續(xù)續(xù)時間12天天；施工階段段10：CCS10，持持續(xù)時間122天；施工階段段3：CSS3，持續(xù)續(xù)時間12天天；施工階段段11：CCS11，持持續(xù)時間122天；施工階段段4：CSS4，持續(xù)續(xù)時間12天天；施工階段段12：CCS12，持持續(xù)時間122天；施工階段段5：CSS5，持續(xù)續(xù)時間12天天；施工階段段13：CCS13，持持續(xù)時間300天；施工階段段6：CSS6，持續(xù)續(xù)時間12天天；施工階段段14：CCS14，持持續(xù)時間155天；施工階段段7：CSS7，持續(xù)續(xù)時間12天天；施工階段段15：CCS15，持持續(xù)時間300天；施工階段段8：CSS8，持續(xù)續(xù)時間12天天；施工階段段16：CCS16，持持續(xù)時間100000天；；圖7施施工階段控制制分析表格4施工階段段劃分說明施工階段施工天數(shù)/天施工內(nèi)容說明CS112現(xiàn)澆墩頂主梁119、20、221、22、23、49、50、51、52、53單元CS212掛籃懸臂澆筑118，24,,48,544單元CS312掛籃懸臂澆筑117,25,,47,555單元CS412掛籃懸臂澆筑116,26,,46,566單元CS512掛籃懸臂澆筑115,27,,45,577單元CS612掛籃懸臂澆筑114,28,,33,588單元CS712掛籃懸臂澆筑113,29,,43,599單元CS812掛籃懸臂澆筑112,30,,42,600單元CS912掛籃懸臂澆筑111,31,,41,611單元CS1012掛籃懸臂澆筑110,32,,40,622單元CS1112掛籃懸臂澆筑99,33,339,63單單元CS1212掛籃懸臂澆筑88,34,338,64單單元CS1330掛籃懸臂澆筑77,35,337,65單單元CS1415左邊跨合龍CS1530右邊跨合龍CS161000中跨合龍，現(xiàn)澆澆防撞欄桿和和橋面鋪裝，考考慮收縮徐變變影響2.2主要鋼鋼筋布置圖及及材料用表（1）預(yù)應(yīng)力鋼鋼束特征值圖8.1鋼束特特征值圖8.2鋼束特征征值表格5預(yù)應(yīng)力鋼絞線彈性模量(MPPa)張拉控制應(yīng)力((MPa)孔道磨阻系數(shù)孔道偏差系數(shù)鋼絞線松弛系數(shù)數(shù)一端錨固回縮值值(m)15-1919500013950.2500.0015000.30.00600015-1519500013950.2500.0015000.30.006000（1）預(yù)應(yīng)力鋼鋼束布置圖2.3截面特特性及有效寬寬度1)截截面特性表格6:橋橋墩A(m2)Asy(m22)Asz(m22)z(+)(m))z(-)(m))14.58012.15012.1500.9000.900Ixx(m44)Iyy(m44)Izz(m44)y(+)(m))y(-)(m))13.5423.93779.7164.0504.0502．4荷載工工況及荷載組組合1)自自重自重系數(shù)數(shù)：-1.0002）二期恒載二期恒載由兩側(cè)側(cè)防撞護欄及及橋面鋪裝組組成，計算后后取值：755KN/m。3)整體升降溫溫溫度降溫：--20.000（[C]）溫度升溫：220.00（[[C]）4）梁截面溫度度表7梯度升溫溫（單元111）序號寬度(m)到箱梁頂距離((m)溫度([C]))112.300.00-12.50212.300.18-3.40表8梯度降溫溫（單元111）序號寬度(m)到箱梁頂距離((m)溫度([C]))112.300.0025.00212.300.186.705)徐變收縮收縮齡期：3天天;構(gòu)件理論厚度：：1m；理論厚度自動計計算：由程序序自動計算各各構(gòu)件的理論論厚度。公式式為：EQh＝a×Ac／u；EQu＝L0＋a×Li；；收縮齡期：3天天;構(gòu)件理論厚度：：1m；理論厚度自動計計算：由程序序自動計算各各構(gòu)件的理論論厚度。公式式為：EQh＝a×Ac／u；EQu＝L0＋a×Li；；6)支座沉降按照每個地基及及基礎(chǔ)的最大大沉降量的最最不利的荷載載組合進行計計算。第1組不均勻沉沉降-0.0005m；第2組不均勻沉沉降-0.0005m；7)可變荷載活載：汽車荷載載，橋梁等級級為公路Ⅰ級級；對于汽汽車荷載縱向向整體沖擊系系數(shù)μ，按照照《公路橋涵涵通用設(shè)計規(guī)規(guī)范》第4..3.2條，沖沖擊系數(shù)μ可可按下式計算算：EQ當(dāng)f＜1.5Hz時，μ＝0.05；EQ當(dāng)1.5Hz≤f≤14Hz時，μ＝0.1767ln(f)－0.0157；EQ當(dāng)f＞14Hz時，μ＝0.45；根據(jù)規(guī)范，計算算的結(jié)構(gòu)基頻頻f=0.448Hz，沖沖擊系數(shù)μ=0.0050。三、內(nèi)力圖3.1內(nèi)力圖圖（1）恒載內(nèi)力力計算1）一期恒載內(nèi)內(nèi)力值如表9.1所示，彎矩和和剪力圖如圖圖9.1，圖9.2所示。表格9.1一期恒恒載內(nèi)力值單元荷載位置軸向(kN))剪力-y(kNN)剪力-z(kNN)扭矩(kN*mm)彎矩-y(kNN*m)彎矩-z(kNN*m)1一期恒載I[1]15.470-5677.8860001一期恒載J[2]15.470-5079.44010757.3302一期恒載I[2]00-5079.442010757.3302一期恒載J[3]00-3807.77029642.44503一期恒載I[3]00-3807.77029642.44503一期恒載J[4]00-2535.999043122.77904一期恒載I[4]00-2535.999043122.77904一期恒載J[5]00-1264.227051198.33405一期恒載I[5]00-1264.227051198.33405一期恒載J[6]007.45053869.00806一期恒載I[6]007.45053869.00806一期恒載J[7]00605.9053255.77307一期恒載I[7]00605.9053255.77307一期恒載J[8]002027.244047002.00208一期恒載I[8]-19.0202027.155047002.00208一期恒載J[9]-31.8603464.022033967.33409一期恒載I[9]-53.403463.766033967.33409一期恒載J[10]-75.4804925.499014052.886010一期恒載I[10]-107.704924.9014052.886010一期恒載J[11]-14006423.90-12889..6011一期恒載I[11]-183.906422.7990-12889..6011一期恒載J[12]-227.807971.4550-47067..7012一期恒載I[12]-285.107969.6110-47067..7012一期恒載J[13]-342.209580.2990-88748..2013一期恒載I[13]-414.209577.4440-88748..2013一期恒載J[14]-486.7011262.4480-1382577014一期恒載I[14]-575.5011258.2290-1382577014一期恒載J[15]-665.6013029.9980-1959800015一期恒載I[15]-767.4013024.3370-1959800015一期恒載J[16]-877.6014894.9970-2623611016一期恒載I[16]-1001014887.2210-2623611016一期恒載J[17]-1134016868.9940-3379055017一期恒載I[17]-1276016858.7770-3379055017一期恒載J[18]-1435018963.7780-4231755018一期恒載I[18]-1596018950.9910-4231755018一期恒載J[19]-1785021191.3330-5187944019一期恒載I[19]-1948021176.9920-5187944019一期恒載J[20]-2132023177.2210-6078400020一期恒載I[20]0023275.0090-6078400020一期恒載J[21]0023739.4440-6289977021一期恒載I[21]114.290-142350-6247233021一期恒載J[22]114.290-120680-5694877022一期恒載I[23]148.83022202.0090-5469111022一期恒載J[22]148.83022666.4430-5671022023一期恒載I[24]-1703020121.7720-4621033023一期恒載J[23]-1887022122.0020-5469111024一期恒載I[25]-1359017893.8880-3715244024一期恒載J[24]-1547020134.330-4621055025一期恒載I[26]-1048015799.7780-2912999025一期恒載J[25]-1207017904.7790-3715255026一期恒載I[27]-781.3013826.3350-2208066026一期恒載J[26]-914.4015808.0070-2913000027一期恒載I[28]-556.8011961.7750-1594811027一期恒載J[27]-666.9013832.3350-2208066028一期恒載I[29]-374.6010193.8870-1068222028一期恒載J[28]-464.7011965.5550-1594822029一期恒載I[30]-219.508511.6550-62380..8029一期恒載J[29]-292010196.6690-1068233030一期恒載I[31]-98.2106902.4220-25774..1030一期恒載J[30]-155.408513.10-62382..2031一期恒載I[32]-4.5905354.33303325.433031一期恒載J[31]-48.506902.9990-25775..4032一期恒載I[33]64.4203855.266025184.666032一期恒載J[32]32.105354.26603324.144033一期恒載I[34]111.5702393.055040011.443033一期恒載J[33]89.4803854.788025183.442034一期恒載I[35]139.56-4.07955.4687.2747953.772-1494.99734一期恒載J[34]126.72-4.072392.34487.2740009.777-1475.66135一期恒載I[36]148.8315.1-242.6773.3849378.443-526.27735一期恒載J[35]148.8315.1954.243.3847955.33-586.67737一期恒載I[37]148.8316.56625.89-2.9248726.228-461.22237一期恒載J[38]148.8316.561822.8-2.9243828.991-527.46638一期恒載I[38]130.2512.581823.88851.7843827.002-1322.33638一期恒載J[39]117.4112.583260.76651.7831757.882-1382.11239一期恒載I[39]97.8803261.366031758.995039一期恒載J[40]75.804723.099012805.994040一期恒載I[40]46.4304723.466012806.555040一期恒載J[41]14.1106222.4660-13178..9041一期恒載I[41]-26.4106222.4440-13178..3041一期恒載J[42]-70.3207771.10-46403..9042一期恒載I[42]-124.107770.4220-46403..4042一期恒載J[43]-181.309381.0990-87136..2043一期恒載I[43]-248.809379.5550-87135..7043一期恒載J[44]-321.2011064.5570-1357022044一期恒載I[44]-412.1011061.5540-1357022044一期恒載J[45]-502.1012833.2220-1924888045一期恒載I[45]-600.7012829.0070-1924866045一期恒載J[46]-710.8014699.6660-2579377046一期恒載I[46]-830014693.440-2579377046一期恒載J[47]-963.1016675.1120-3325566047一期恒載I[47]-1101016666.5560-3325566047一期恒載J[48]-1260018771.5560-4169066048一期恒載I[48]-1417018760.3370-4169066048一期恒載J[49]-1606021000.7780-5116111049一期恒載I[49]-1742020989.7760-5116111049一期恒載J[50]-1927022990.0020-5998922050一期恒載I[50]148.83023070.5530-5998922050一期恒載J[51]148.83023534.8870-6208644051一期恒載I[51]120.2204071.4990-6218844051一期恒載J[52]120.2206238.4330-6435355052一期恒載I[53]0023489.0040-6253855052一期恒載J[52]0023953.3380-6467344053一期恒載I[54]-1969021389.8850-5354833053一期恒載J[53]-2153023390.1150-6253855054一期恒載I[55]-1614019164.1130-4388488054一期恒載J[54]-1802021404.5550-5354833055一期恒載I[56]-1292017072.1130-3525622055一期恒載J[55]-1451019177.1140-4388488056一期恒載I[57]-1015015100.6680-2760022056一期恒載J[56]-1148017082.440-3525622057一期恒載I[58]-780013237.9950-2086044057一期恒載J[57]-890.1015108.5550-2760022058一期恒載I[59]-590.4011471.7750-1498655058一期恒載J[58]-680.5013243.4440-2086044059一期恒載I[60]-428.909790.9770-99339..7059一期恒載J[59]-501.3011475.9990-1498655060一期恒載I[61]-297.508183.2660-56643060一期恒載J[60]-354.709793.9440-99339..7061一期恒載I[62]-193.706636.5660-21448..6061一期恒載J[61]-237.608185.2220-56643062一期恒載I[63]-115.105138.76606510.311062一期恒載J[62]-147.406637.7550-21448..6063一期恒載I[64]-58.603677.688027441.115063一期恒載J[63]-80.6805139.41106510.311064一期恒載I[65]-22.1302241.1041492.22064一期恒載J[64]-34.9703677.988027441.115065一期恒載I[66]00819.88048762.228065一期恒載J[65]002241.211041492.22066一期恒載I[66]00-819.888048762.228066一期恒載J[67]00-221.422049803.558067一期恒載I[67]00-221.422049803.558067一期恒載J[68]001050.3048042.223068一期恒載I[68]001050.3048042.223068一期恒載J[69]002322.011040876.007069一期恒載I[69]002322.011040876.007069一期恒載J[70]003593.733028305.111070一期恒載I[70]003593.733028305.111070一期恒載J[71]004865.455010329.335071一期恒載I[71]004865.455010329.335071一期恒載J[72]005463.900072一期恒載I[73]-379740-114.2990-4694.006072一期恒載J[74]-569280-114.2990-122.522073一期恒載I[75]-105980-34.540-2506.225073一期恒載J[76]-295520-34.540-1124.447074一期恒載I[77]-19463028.6101120.355074一期恒載J[78]-38417028.610-24.01075一期恒載I[79]-301920120.2203640.566075一期恒載J[80]-491460120.220-1168.44076一期恒載I[36]148.830242.67049384.333076一期恒載J[37]148.830625.89048732.9910圖9.1一期期恒載彎矩圖圖圖9.2一期期恒載剪力圖圖2）二期恒載內(nèi)內(nèi)力值如表9.2所示，彎矩和和剪力圖如圖圖9.3，圖9.4所示。表格9.2二期期恒載內(nèi)力值值單元荷載位置軸向(kN))剪力-y(kNN)剪力-z(kNN)扭矩(kN*mm)彎矩-y(kNN*m)彎矩-z(kNN*m)1二期恒載I[1]15.470-5677.8860001二期恒載J[2]15.470-5079.44010757.3302二期恒載I[2]00-5079.442010757.3302二期恒載J[3]00-3807.77029642.44503二期恒載I[3]00-3807.77029642.44503二期恒載J[4]00-2535.999043122.77904二期恒載I[4]00-2535.999043122.77904二期恒載J[5]00-1264.227051198.33405二期恒載I[5]00-1264.227051198.33405二期恒載J[6]007.45053869.00806二期恒載I[6]007.45053869.00806二期恒載J[7]00605.9053255.77307二期恒載I[7]00605.9053255.77307二期恒載J[8]002027.244047002.00208二期恒載I[8]-19.0202027.155047002.00208二期恒載J[9]-31.8603464.022033967.33409二期恒載I[9]-53.403463.766033967.33409二期恒載J[10]-75.4804925.499014052.886010二期恒載I[10]-107.704924.9014052.886010二期恒載J[11]-14006423.90-12889..6011二期恒載I[11]-183.906422.7990-12889..6011二期恒載J[12]-227.807971.4550-47067..7012二期恒載I[12]-285.107969.6110-47067..7012二期恒載J[13]-342.209580.2990-88748..2013二期恒載I[13]-414.209577.4440-88748..2013二期恒載J[14]-486.7011262.4480-1382577014二期恒載I[14]-575.5011258.2290-1382577014二期恒載J[15]-665.6013029.9980-1959800015二期恒載I[15]-767.4013024.3370-1959800015二期恒載J[16]-877.6014894.9970-2623611016二期恒載I[16]-1001014887.2210-2623611016二期恒載J[17]-1134016868.9940-3379055017二期恒載I[17]-1276016858.7770-3379055017二期恒載J[18]-1435018963.7780-4231755018二期恒載I[18]-1596018950.9910-4231755018二期恒載J[19]-1785021191.3330-5187944019二期恒載I[19]-1948021176.9920-5187944019二期恒載J[20]-2132023177.2210-6078400020二期恒載I[20]0023275.0090-6078400020二期恒載J[21]0023739.4440-6289977021二期恒載I[21]114.290-142350-6247233021二期恒載J[22]114.290-120680-5694877022二期恒載I[23]148.83022202.0090-5469111022二期恒載J[22]148.83022666.4430-5671022023二期恒載I[24]-1703020121.7720-4621033023二期恒載J[23]-1887022122.0020-5469111024二期恒載I[25]-1359017893.8880-3715244024二期恒載J[24]-1547020134.330-4621055025二期恒載I[26]-1048015799.7780-2912999025二期恒載J[25]-1207017904.7790-3715255026二期恒載I[27]-781.3013826.3350-2208066026二期恒載J[26]-914.4015808.0070-2913000027二期恒載I[28]-556.8011961.7750-1594811027二期恒載J[27]-666.9013832.3350-2208066028二期恒載I[29]-374.6010193.8870-1068222028二期恒載J[28]-464.7011965.5550-1594822029二期恒載I[30]-219.508511.6550-62380..8029二期恒載J[29]-292010196.6690-1068233030二期恒載I[31]-98.2106902.4220-25774..1030二期恒載J[30]-155.408513.10-62382..2031二期恒載I[32]-4.5905354.33303325.433031二期恒載J[31]-48.506902.9990-25775..4032二期恒載I[33]64.4203855.266025184.666032二期恒載J[32]32.105354.26603324.144033二期恒載I[34]111.5702393.055040011.443033二期恒載J[33]89.4803854.788025183.442034二期恒載I[35]139.56-4.07955.4687.2747953.772-1494.99734二期恒載J[34]126.72-4.072392.34487.2740009.777-1475.66135二期恒載I[36]148.8315.1-242.6773.3849378.443-526.27735二期恒載J[35]148.8315.1954.243.3847955.33-586.67737二期恒載I[37]148.8316.56625.89-2.9248726.228-461.22237二期恒載J[38]148.8316.561822.8-2.9243828.991-527.46638二期恒載I[38]130.2512.581823.88851.7843827.002-1322.33638二期恒載J[39]117.4112.583260.76651.7831757.882-1382.11239二期恒載I[39]97.8803261.366031758.995039二期恒載J[40]75.804723.099012805.994040二期恒載I[40]46.4304723.466012806.555040二期恒載J[41]14.1106222.4660-13178..9041二期恒載I[41]-26.4106222.4440-13178..3041二期恒載J[42]-70.3207771.10-46403..9042二期恒載I[42]-124.107770.4220-46403..4042二期恒載J[43]-181.309381.0990-87136..2043二期恒載I[43]-248.809379.5550-87135..7043二期恒載J[44]-321.2011064.5570-1357022044二期恒載I[44]-412.1011061.5540-1357022044二期恒載J[45]-502.1012833.2220-1924888045二期恒載I[45]-600.7012829.0070-1924866045二期恒載J[46]-710.8014699.6660-2579377046二期恒載I[46]-830014693.440-2579377046二期恒載J[47]-963.1016675.1120-3325566047二期恒載I[47]-1101016666.5560-3325566047二期恒載J[48]-1260018771.5560-4169066048二期恒載I[48]-1417018760.3370-4169066048二期恒載J[49]-1606021000.7780-5116111049二期恒載I[49]-1742020989.7760-5116111049二期恒載J[50]-1927022990.0020-5998922050二期恒載I[50]148.83023070.5530-5998922050二期恒載J[51]148.83023534.8870-6208644051二期恒載I[51]120.2204071.4990-6218844051二期恒載J[52]120.2206238.4330-6435355052二期恒載I[53]0023489.0040-6253855052二期恒載J[52]0023953.3380-6467344053二期恒載I[54]-1969021389.8850-5354833053二期恒載J[53]-2153023390.1150-6253855054二期恒載I[55]-1614019164.1130-4388488054二期恒載J[54]-1802021404.5550-5354833055二期恒載I[56]-1292017072.1130-3525622055二期恒載J[55]-1451019177.1140-4388488056二期恒載I[57]-1015015100.6680-2760022056二期恒載J[56]-1148017082.440-3525622057二期恒載I[58]-780013237.9950-2086044057二期恒載J[57]-890.1015108.5550-2760022058二期恒載I[59]-590.4011471.7750-1498655058二期恒載J[58]-680.5013243.4440-2086044059二期恒載I[60]-428.909790.9770-99339..7059二期恒載J[59]-501.3011475.9990-1498655060二期恒載I[61]-297.508183.2660-56643060二期恒載J[60]-354.709793.9440-99339..7061二期恒載I[62]-193.706636.5660-21448..6061二期恒載J[61]-237.608185.2220-56643062二期恒載I[63]-115.105138.76606510.311062二期恒載J[62]-147.406637.7550-21448..6063二期恒載I[64]-58.603677.688027441.115063二期恒載J[63]-80.6805139.41106510.311064二期恒載I[65]-22.1302241.1041492.22064二期恒載J[64]-34.9703677.988027441.115065二期恒載I[66]00819.88048762.228065二期恒載J[65]002241.211041492.22066二期恒載I[66]00-819.888048762.228066二期恒載J[67]00-221.422049803.558067二期恒載I[67]00-221.422049803.558067二期恒載J[68]001050.3048042.223068二期恒載I[68]001050.3048042.223068二期恒載J[69]002322.011040876.007069二期恒載I[69]002322.011040876.007069二期恒載J[70]003593.733028305.111070二期恒載I[70]003593.733028305.111070二期恒載J[71]004865.455010329.335071二期恒載I[71]004865.455010329.335071二期恒載J[72]005463.900072二期恒載I[73]-379740-114.2990-4694.006072二期恒載J[74]-569280-114.2990-122.522073二期恒載I[75]-105980-34.540-2506.225073二期恒載J[76]-295520-34.540-1124.447074二期恒載I[77]-19463028.6101120.355074二期恒載J[78]-38417028.610-24.01075二期恒載I[79]-301920120.2203640.566075二期恒載J[80]-491460120.220-1168.44076二期恒載I[36]148.830242.67049384.333076二期恒載J[37]148.830625.89048732.9910圖9.3二期期恒載彎矩圖圖圖9.4二期期恒載剪力圖圖3）活載內(nèi)力值值如表10所示，彎矩和和剪力包絡(luò)圖圖如圖10..1，圖10.2所示。表格10活載內(nèi)力值值單元荷載位置軸向(kN))剪力-y(kkN)剪力-z(kkN)扭矩(kN**m)彎矩-y(kkN*m)彎矩-z(kkN*m)1車輛荷載I[1]3.470-1512.008837.73001車輛荷載J[2]3.470-1432.338837.732624.99902車輛荷載I[2]00-1432.338864.442624.99902車輛荷載J[3]00-1269.555864.447502.503車輛荷載I[3]00-1269.555864.447502.503車輛荷載J[4]00-1116.227864.4411439.00204車輛荷載I[4]00-1116.227864.4411439.00204車輛荷載J[5]00-973.266864.4414460.00405車輛荷載I[5]00-973.266864.4414460.00405車輛荷載J[6]00-841.144864.4416603.88406車輛荷載I[6]00-841.144837.7316603.88406車輛荷載J[7]00-782.899837.7317323.22407車輛荷載I[7]00-782.899870.3717323.22407車輛荷載J[8]00717.72870.3718335.99508車輛荷載I[8]-5.550.13717.7869.8718335.9957.768車輛荷載J[9]-6.760.13841.76870.818446.9977.769車輛荷載I[9]-11.090.23841.71869.5418446.99713.129車輛荷載J[10]-13.090.23965.987117752.66913.1210車輛荷載I[10]-18.20.32965.8869.2217752.66918.7210車輛荷載J[11]-21.080.321089.111871.1216344.11818.7211車輛荷載I[11]-27.210.421088.944868.9116344.11824.6111車輛荷載J[12]-30.90.421210.811871.1314298.77624.6112車輛荷載I[12]-38.010.531210.566868.6114298.77630.8112車輛荷載J[13]-42.620.531330.788871.0311875.55830.8213車輛荷載I[13]-50.780.641330.444868.311875.55837.313車輛荷載J[14]-56.350.641449.055870.83-10805..5737.3314車輛荷載I[14]-65.740.751448.588867.97-10805..5744.0614車輛荷載J[15]-72.210.751565.766870.53-13422..9544.0915車輛荷載I[15]-83.110.861565.122867.6-13422..9551.0415車輛荷載J[16]-90.350.861681.122870.13-18261..6951.0716車輛荷載I[16]-102.2220.961680.322867.18-18261..6958.1816車輛荷載J[17]-110.4220.961795.366869.65-24059..6858.2217車輛荷載I[17]-123.4771.061794.377866.7-24059..6865.4417車輛荷載J[18]-132.61.061908.699869.09-30644..165.4918車輛荷載I[18]-146.6551.161907.5866.17-30644..172.7718車輛荷載J[19]-156.7661.162021.311868.45-37985..0672.8319車輛荷載I[19]-170.2331.042020.055857.07-37985..0678.8219車輛荷載J[20]-179.7551.042115.588858.62-44729..8678.8720車輛荷載I[20]002124.377824.67-44729..86020車輛荷載J[21]002145.966824.67-46327..46021車輛荷載I[21]-161.42206406.811863.84-46608..52021車輛荷載J[22]-161.42206451.722863.84-51889..91022車輛荷載I[23]-333.63302271.655824.67-52878..3022車輛荷載J[22]-333.63302293.377824.67-54580..49023車輛荷載I[24]-479.4441.042152.233857.07-45724..8178.8223車輛荷載J[23]-487.2881.042249.122858.62-52878..378.8724車輛荷載I[25]-458.5111.162039.633866.17-37885..4672.7724車輛荷載J[24]-467.0331.162154.755868.45-45722..6572.8325車輛荷載I[26]-438.1111.061927.033866.7-30766..7165.4425車輛荷載J[25]-445.7661.062042.3869.09-37884..4665.4926車輛荷載I[27]-419.4990.961814867.18-24383..4958.1826車輛荷載J[26]-426.30.961929.555869.65-30765..8158.2227車輛荷載I[28]-402.80.861700.377867.6-18744..1651.0427車輛荷載J[27]-408.7880.861816.333870.13-24382..6851.0728車輛荷載I[29]-387.4990.741586.2867.97-13862..1444.0628車輛荷載J[28]-392.6550.741702.655870.53-18742..2544.0929車輛荷載I[30]-375.0880.631471.099868.310908.66337.329車輛荷載J[29]-379.4440.631588.088870.83-13861..0337.3330車輛荷載I[31]-364.2440.531355.444868.6112104.33930.8130車輛荷載J[30]-367.8440.531472.855871.0310909.11430.8231車輛荷載I[32]-355.2330.421239.511868.9113320.99924.6131車輛荷載J[31]-358.1110.421357.033871.1312105.11624.6132車輛荷載I[33]-347.80.321123.944869.2214534.99918.7232車輛荷載J[32]-349.9990.321240.944871.1213322.00518.7233車輛荷載I[34]-341.9770.231009.711869.5415874.88913.1233車輛荷載J[33]-343.5110.231125.21187114536.44213.1234車輛荷載I[35]-337.6440.13898.19869.8716824.3317.7634車輛荷載J[34]-338.5550.131010.822870.815877.9997.7635車輛荷載I[36]-333.6330808.13861.4717132.666035車輛荷載J[35]-333.6330899.62861.4716820.552037車輛荷載I[37]-333.6330808.07861.4717133037車輛荷載J[38]-333.6330899.56861.4716818.776038車輛荷載I[38]-337.4110.13898.21869.8716823.2257.7638車輛荷載J[39]-338.3220.131010.877870.815873.8887.7639車輛荷載I[39]-341.5220.231009.811869.5415871.99213.1239車輛荷載J[40]-343.0550.231125.33387114526.99813.1240車輛荷載I[40]-347.1550.321124.1869.2214526.33318.7240車輛荷載J[41]-349.3440.321241.122871.1213310.11718.7241車輛荷載I[41]-354.4770.421239.711868.9113309.77124.6141車輛荷載J[42]-357.3550.421357.233871.1312093.11424.6242車輛荷載I[42]-363.3440.531355.688868.6112092.88230.8142車輛荷載J[43]-366.9440.531473.088871.0310898.6630.8243車輛荷載I[43]-374.0330.641471.366868.310898.4437.343車輛荷載J[44]-378.3990.641588.322870.83-13850..6337.3344車輛荷載I[44]-387.0550.751586.333867.97-13851..2644.0644車輛荷載J[45]-392.20.751702.766870.53-18734..3644.0945車輛荷載I[45]-401.9440.861700.588867.6-18735..7651.0445車輛荷載J[46]-407.9220.861816.5870.13-24377..0151.0746車輛荷載I[46]-418.4330.961814.255867.18-24377..0158.1846車輛荷載J[47]-425.2440.961929.744869.65-30762..7158.2247車輛荷載I[47]-436.8661.061927.311866.7-30762..7165.4447車輛荷載J[48]-444.5221.062042.511869.09-37883..0365.4948車輛荷載I[48]-457.11.162039.933866.17-37883..0372.7748車輛荷載J[49]-465.6221.162154.988868.45-45722..6272.8349車輛荷載I[49]-475.6661.052153857.07-45722..6278.8249車輛荷載J[50]-483.51.052249.7858.62-52879..2678.8750車輛荷載I[50]-333.63302271.644824.67-52879..26050車輛荷載J[51]-333.63302293.366824.67-54581..52051車輛荷載I[51]-161.4220-6450.336863.84-51889..83051車輛荷載J[52]-161.4220-6405.446863.84-46571..59052車輛荷載I[53]002124.177824.67-44691..04052車輛荷載J[52]002145.766824.67-46288..18053車輛荷載I[54]-170.3881.042019.822857.07-37947..3878.8253車輛荷載J[53]-179.8441.042115.366858.62-44691..0478.8754車輛荷載I[55]-146.6331.161907.266866.17-30608..8472.7754車輛荷載J[54]-156.7441.162021.099868.45-37947..3872.8355車輛荷載I[56]-123.4551.061794.111866.7-24027..7465.4455車輛荷載J[55]-132.5881.061908.455869.09-30608..8465.4956車輛荷載I[57]-102.2440.961680.044867.18-18233..9758.1856車輛荷載J[56]-110.4330.961795.1869.65-24027..7458.2257車輛荷載I[58]-83.130.861564.822867.6-13422..9251.0457車輛荷載J[57]-90.350.861680.844870.13-18233..9751.0758車輛荷載I[59]-64.990.751448.3867.97-10809..4544.0658車輛荷載J[58]-71.840.751565.488870.53-13422..9244.0959車輛荷載I[60]-49.850.641330.144868.311900.55637.359車輛荷載J[59]-55.930.641448.755870.83-10809..4537.3360車輛荷載I[61]-37.160.531210.222868.6114327.22330.8160車輛荷載J[60]-42.290.531330.455871.0311900.55630.8261車輛荷載I[62]-26.540.421088.588868.9116371.11624.6161車輛荷載J[61]-30.680.421210.444871.1314327.22324.6162車輛荷載I[63]-17.730.32965.44869.2217777.11818.7262車輛荷載J[62]-20.960.321088.722871.1216371.11618.7263車輛荷載I[64]-10.730.23841.39869.5418468.00213.1263車輛荷載J[63]-13.050.23965.5387117777.11813.1264車輛荷載I[65]5.360.13717.45869.8718352.9967.7664車輛荷載J[64]-6.770.13841.45870.818468.0027.7665車輛荷載I[66]00-783.488870.3717336.113065車輛荷載J[65]00717.48870.3718352.996066車輛荷載I[66]00783.48837.7317336.113066車輛荷載J[67]00841.71837.7316615.009067車輛荷載I[67]00841.71864.4416615.009067車輛荷載J[68]00973.8864.4414468.111068車輛荷載I[68]00973.8864.4414468.111068車輛荷載J[69]001116.788864.4411444.331069車輛荷載I[69]001116.788864.4411444.331069車輛荷載J[70]001270.022864.447505.377070車輛荷載I[70]001270.022864.447505.377070車輛荷載J[71]001432.8864.442625.822071車輛荷載I[71]001432.8837.732625.822071車輛荷載J[72]001512.488837.730072車輛荷載I[73]-7027.220171.4804298.4072車輛荷載J[74]-7027.220171.480-2200.991073車輛荷載I[75]-7872.440182.9504609.244073車輛荷載J[76]-7872.440182.950-2321.774074車輛荷載I[77]-7871.440-182.9550-4608.998074車輛荷載J[78]-7871.440-182.95502322.177075車輛荷載I[79]-7021.660-171.4770-4297.996075車輛荷載J[80]-7021.660-171.47702201.288076車輛荷載I[36]-333.6330-808.133831.7917121.443076車輛荷載J[37]-333.6330808.07831.7917121.0020圖10.1車輛輛荷載彎矩包包絡(luò)圖圖10.2車輛荷載剪剪力包絡(luò)圖4）內(nèi)力組合根據(jù)《橋規(guī)》規(guī)規(guī)范要求確定定效應(yīng)組合設(shè)設(shè)計值?；窘M合：Suud=1.2恒載載+1.4車車輛荷載頻遇組合：Sffd=恒載+0..7車輛荷載載/（1+μμ）準(zhǔn)永久組合：SSqd=恒載+0..4車輛荷載載/（1+μμ）內(nèi)力組合值分別別如表11.1、11.2、11.3所示。表格11.1基本組合內(nèi)力值單元荷載位置軸向(kN))剪力-y(kkN)剪力-z(kkN)扭矩(kN**m)彎矩-y(kkN*m)彎矩-z(kkN*m)1基本組合I[1]18.740-7212.4411172.822001基本組合J[2]18.740-6548.4411172.82213313.66102基本組合I[2]00-6548.4441210.21113313.66102基本組合J[3]00-5146.5581210.21136955.77803基本組合I[3]00-5146.5581210.21136955.77803基本組合J[4]00-3758.111210.21154291.55204基本組合I[4]00-3758.111210.21154291.55204基本組合J[5]00-2383.9981210.21165356.55105基本組合I[5]00-2383.9981210.21165356.55105基本組合J[6]00-1025.1121210.21170204.33406基本組合I[6]00-1025.1121172.82270204.33406基本組合J[7]001538.1221172.82270354.11307基本組合I[7]001538.1221218.52270354.11307基本組合J[8]003021.71218.52265307.66908基本組合I[8]-26.59-0.193021.5881217.82265307.669-10.878基本組合J[9]-40.130.194521.6221219.12252739.552-10.879基本組合I[9]-66.95-0.324521.2991217.35552739.55218.379基本組合J[10]-90.140.326044.4551219.432693.33518.3710基本組合I[10]-127.933-0.456043.7441216.932693.33526.2110基本組合J[11]-161.79