現(xiàn)澆連續(xù)梁橋計算說明書分析

現(xiàn)澆連續(xù)梁橋計算說明書1概述TOC\o"1-5"\h\z\o"CurrentDocument"工程概況3\o"CurrentDocument"橋梁上部結(jié)構(gòu)3\o"CurrentDocument"主要材料4\o"CurrentDocument"設(shè)計規(guī)范4\o"CurrentDocument"技術(shù)標(biāo)準(zhǔn)4MIDAS軟件建模\o"CurrentDocument"材料、截面5\o"CurrentDocument"節(jié)點、單元5\o"CurrentDocument"邊界條件7\o"CurrentDocument"荷載7設(shè)計截面驗算\o"CurrentDocument"荷載內(nèi)力圖10\o"CurrentDocument"荷載組合12抗裂驗算13\o"CurrentDocument"持久狀況構(gòu)件的應(yīng)力驗算17承載能力極限狀態(tài)抗彎和抗剪驗算17工程概況本橋為主線上跨地方二級公路的分離式立交橋，平面位于R-5300的平曲線上，縱面位于R-18000m的凸形豎曲線上，根據(jù)地方協(xié)議，本橋采用凈空為14*4.5m（現(xiàn)有碎石路面12m）,主線與地方路交叉樁號為K120+500.2978,交角為34°14'16"。主橋用22.3+31.3+22.3m預(yù)應(yīng)力混凝土連續(xù)梁橋。主梁采用單箱雙室，中墩為獨柱墩，橋臺為肋板臺。橋型布置里立面圖如圖1-1,橋型布置平面圖如圖1-21”r，：第H1”r，：第H橋型里面布置圖1-1橋型平面布置圖1-2橋型平面布置圖1-2橋梁上部結(jié)構(gòu)主橋為現(xiàn)澆后張預(yù)應(yīng)力混凝土等高度連續(xù)箱梁結(jié)構(gòu)，分為左右兩幅橋，本次驗算值考慮左幅橋。其梁高為1.6m,主梁單箱雙室形式，在支座處采用實心截面，上部結(jié)構(gòu)設(shè)計如圖1-3上部結(jié)構(gòu)設(shè)計圖1-3主要材料.混凝土：預(yù)應(yīng)力混凝土箱梁采用C50混凝土。.鋼材：①普通鋼筋構(gòu)造筋采用R235、受力筋采用HRB335。②預(yù)應(yīng)力鋼束采用國標(biāo)鋼絞線，型號為1X12標(biāo)準(zhǔn)型-15.2,標(biāo)準(zhǔn)抗拉強(qiáng)度Ryb=1860MPa,設(shè)計張拉控制應(yīng)力(k=1395MPa。(3)錨具采用ovm15—12型，鋼束孔道采用金屬波紋管成孔，孔道直徑為90mm,孔道外經(jīng)為97mm。設(shè)計規(guī)范(1)《公路工程技術(shù)標(biāo)準(zhǔn)》(JTGB01-2003)(2)《公路橋涵設(shè)計通用規(guī)范》(JTJ021-89)(3)《公路鋼筋混凝土及預(yù)應(yīng)力混凝土橋涵設(shè)計規(guī)范》(JTGD62-2004).《公路橋涵地基與基礎(chǔ)設(shè)計規(guī)范》(JTGD63-2007).《公路工程結(jié)構(gòu)可靠度設(shè)計統(tǒng)一標(biāo)準(zhǔn)》(GB/T502803)(6)《中國公路橋梁荷載》(JTJ001-97)1.3技術(shù)標(biāo)準(zhǔn).設(shè)計基準(zhǔn)期：10年。.設(shè)計安全等級：一級。.荷載等級：汽-超20.設(shè)計時速：100km/h。2MIDAS軟件建模材料、截面根據(jù)工程要求，定義了二種材料，分別為：C50混凝土：選取GB(RC),C50標(biāo)準(zhǔn)自定義混凝土，主要用于主橋箱梁。主要設(shè)計參數(shù)：強(qiáng)度標(biāo)準(zhǔn)值：fck=35.5MPa,ftk=2.74MPa。強(qiáng)度設(shè)計值：fcd=24.4MPa,ftd=1.89MPa。彈性模量：Ec=34554MPa。鋼材：選取ASTM定義的1860鋼絞線，要設(shè)計參數(shù)：抗拉強(qiáng)度標(biāo)準(zhǔn)值：fpk=1860MPa?？估瓘?qiáng)度設(shè)計值：fpd=1260MPa。彈性模量：Ep=199950MPa。設(shè)計截面形式為單箱雙室箱梁。梁高定為1.6m,利用spc截面計算特性。主梁截面形式如圖2-1。圖2-1截面形式節(jié)點、單元本橋共取節(jié)點85個，，采用對稱布置，節(jié)點坐標(biāo)如表3-1,表3-1節(jié)點坐標(biāo)表

節(jié)X(cm)Y(cm)Z(cm)節(jié)X(cm)Y(cm)Z(cm)10004324210024600447582003960045753600429600467486005195600477386006210600487286007222600497188.35294100823460050562600924960051555100103791005254760011196005354160012393.647059005453560013491.294118005552960014588.941176005652360015686.588235005751610016784.235294005850860017881.88235300594986.3846150018979.52941200607090.70588200191077.17647100616993.05882400201174.82352900626895.41176500211272.47058800636797.76470600221370.11764700646700.11764700231467.76470600656602.47058800241565.41176500666504.82352900251663.05882400676407.17647100261760.70588200686309.52941200271858.35294100696211.88235300282595.61538500706114.23529400292695.23076900716016.58823500302794.84615400725918.94117600312894.46153800735821.29411800322994.07692300745723.64705900333093.69230800754886.76923100343193.30769200764787.15384600353292.92307700774687.53846200363392.53846200784587.92307700373492.15384600794488.30769200383591.76923100804388.69230800393691.38461500814289.0769230040203100824189.4615380041216600834089.8461540042228600843990.23076900853890.61538500

本設(shè)計采用的是全橋桿系梁單元設(shè)計，主橋段分為三跨22.3m+31.3m+22.3m本設(shè)計采用的是全橋桿系梁單元設(shè)計，主橋段分為三跨22.3m+31.3m+22.3m，共64個單兀，米用對稱布置，如圖2-2.圖2-2梁單元布置邊界條件邊界條件是給模型加上約束，能更好模擬現(xiàn)實情況。一般支承是約束選定節(jié)點的自由度。主橋部分有4個支座，，順序為1號，2號，3號，4號，其中1,3,4號支座，可以有X方向的水平位移和Y方向的轉(zhuǎn)動，鎖住Y和Z方向豎向位移，鎖住X和Z方向上的轉(zhuǎn)動。鎖住2號支座的水平位移，只保留其Y方向的自由轉(zhuǎn)動。整體邊界條件情況如下圖3-3示。圖2-3邊界條件荷載添加恒荷載，預(yù)應(yīng)力荷載，汽車荷載，溫度梯度荷載，溫度荷載（包括整體升溫和整體降溫），收縮徐變作用以及支座沉降荷載。自重在靜力分析中，求得的自重可使用于整體坐標(biāo)系的X、丫和Z軸方向。在Z方向里輸入一1。MIDAS會使用單元的體積和密度自動計算模型的自重。預(yù)應(yīng)力鋼束：依照圖紙鋼束為（））15.2mmx12鋼束截面面積：程序自動計算孔道波紋管直徑：簡支梁段為55mm。鋼筋松弛系數(shù)（開），選才iJTG04和0.3（低松弛）預(yù)應(yīng)力鋼筋抗拉強(qiáng)度標(biāo)準(zhǔn)值（fpk）:1860N/mm，

預(yù)應(yīng)力鋼筋與管道壁的摩擦系數(shù)：0.25管道每米局部偏差對摩擦的影響系數(shù)：1.5e-006(1/mm)錨具變形、鋼筋回縮和接縫壓縮值：開始點：6mm結(jié)束點：6mm張拉應(yīng)力：抗拉強(qiáng)度標(biāo)準(zhǔn)值的75%,張拉控制應(yīng)力1395MPa鋼束形狀如圖2-43F"J,-!士S31-!士3工3F"J,-!士S31-!士3工，即標(biāo)號強(qiáng)度(fcu,f)，即標(biāo)號強(qiáng)度(fcu,f)：50N/mmA21和考慮徐變施工階段2,階段持續(xù)時間：1095圖2-4收縮徐變定義時間依存材料：水泥種類系數(shù)(Bsc):5(5代表普通硅酸鹽水泥)28天齡期混凝土立方體抗壓強(qiáng)度標(biāo)準(zhǔn)值混凝土與大氣接觸時的材齡：ts=3天相對濕度：RH=70%構(gòu)件理論厚度：程序計算定義施工階段：定義整體落架施工階段天(3年)1)整體落架施工階段1:結(jié)構(gòu)激活：所有結(jié)構(gòu)組材齡：10天邊界激活：所有支撐變形前

荷載激活：自重荷載組、預(yù)應(yīng)力荷載組2)考慮徐變施工階段2:階段持續(xù)時間：1095天移動荷載適用規(guī)范：公路工程技術(shù)標(biāo)準(zhǔn)(JTGB01-1958)荷載種類：公路I級車道布置依照規(guī)范間距偏心布載。車輛荷載組：公路I級車輛荷載工況：最小加載車道數(shù)：1,最大加載車道數(shù)：4溫度荷載整體最高溫度為+10C,整體最低溫度為-10C。。溫度梯度荷載計算橋梁結(jié)構(gòu)由于梯度溫度引起的效應(yīng)時，可采用圖3-5所示的豎向溫度梯度曲線，其橋面板表面的最高溫度錯誤！未找到引用源。規(guī)定見通規(guī)，對混凝土結(jié)構(gòu)，當(dāng)梁高H小于400mm時，圖中A=H-100(mm);當(dāng)梁高H等于或大于400mm時，A=300mm。對帶混凝土橋面板得鋼結(jié)構(gòu)，A=300mm,t為混凝土橋面板得厚度(mm)?；炷辽喜拷Y(jié)構(gòu)和帶混凝土橋面板的鋼結(jié)構(gòu)的豎向執(zhí)照反溫差為正溫差乘以0.5。X弼謔林疆星口支座沉降荷載本算例假定各支座最大沉降為10mm本算例假定各支座最大沉降為10mm3設(shè)計截面驗算荷載內(nèi)力圖項UMlWlllll皿恥亞皿VrLflOftJ:DJOPO項UMlWlllll皿恥亞皿VrLflOftJ:DJOPO恒荷載彎矩圖KID監(jiān)MlET-PftcXESSOL□■■Ol血BEAJ^DLAG^AH?Wt僅LAHN彥44K934t+W?LSS0351+008QjQQQgOtMKO-3J374ta-40a-5Ft理teUB■ewmwoa-L55ElBt-??9-3添4*W-Z4H79S*-?0095TAGEr?ilB：立一也■辛MM￡iMMH:Hj^TaoiTZadteMftljNpi舊募U/詞2fiU錄?方電XiOXXHM”的—小QJPQQ鋼束一次荷載彎矩圖鋼束二次荷載彎矩圖MTD*S/3rfl

PO^--PROCESM*L

BEANDU&RAM<W-V111眄7.3012^+003早1,71ft|4t+WSZS2143n-HX4133G-7|#-HH￥必DHMOiiHKlO-LJMZTSt-*?-US744?-*00a-MZ1S1-*?7型PiabCSMVdl:口覆單MAI：也MN.H5：^：jjLSrtift.*￥也iKFRlfr，對科奧耳~/一力電~X：OjOOOzt>uko移動荷載彎矩圖支座沉降彎矩圖荷載組合cLCBI承載能力相力口00.5SM[1]+1.2(cD)+1.2(cTS)+1.0(cCR)+1.0(cSH)TOC\o"1-5"\h\zcLCB2承載能力相加00.5SM[1]+1.2(cD)+1.2(cTS)+1.0(cCR)+1.0(cSH)+1.4McLCB3承載能力相加00.5SM[1]+1.2(cD)+1.2(cTS)+1.0(cCR)+1.0(cSH)+1.4TPG[1]cLCB4承載能力相加00.5SM[1]+1.2(cD)+1.2(cTS)+1.0(cCR)+1.0(cSH)+1.4TPG[2]cLCB5承載能力相加00.5SM[1]+1.2(cD)+1.2(cTS)+1.0(cCR)+1.0(cSH)+1.4M+1.12TPG[1]cLCB6承載能力相加00.5SM[1]+1.2(cD)+1.2(cTS)+1.0(cCR)+1.0(cSH)+1.4M+1.12TPG[2]cLCB7承載能力相力口00.5SM[1]+1.0(cD)+1.0(cTS)+1.0(cCR)+1.0(cSH)cLCB8承載能力相加00.5SM[1]+1.0(cD)+1.0(cTS)+1.0(cCR)+1.0(cSH)+1.4McLCB9承載能力相加00.5SM[1]+1.0(cD)+1.0(cTS)+1.0(cCR)+1.0(cSH)+1.4TPG[1]cLCB10承載能力相加00.5SM[1]+1.0(cD)+1.0(cTS)+1.0(cCR)+1.0(cSH)+1.4TPG[2]cLCBII承載能力相加00.5SM[1]+1.0(cD)+1.0(cTS)+1.0(cCR)+1.0(cSH)+1.4M+1.12TPG[1]cLCB12承載能力相加00.5SM[1]+1.0(cD)+1.0(cTS)+1.0(cCR)+1.0(cSH)+1.4M+1.12TPG[2]cLCB13使用性能相加01.0SM[1]+1.0(cD)+1.0(cTP)+1.0(cTS)+1.0(cCR)+1.0(cSH)cLCB14使用性能相加01.0SM[1]+1.0(cD)+1.0(cTP)+1.0(cTS)+1.0(cCR)+1.0(cSH)+0.7/(1+mu)M+0.8TPG[1]TOC\o"1-5"\h\zcLCB15使用性能相加01.0SM[1]+1.0(cD)+1.0(cTP)+1.0(cTS)+1.0(cCR)+1.0(cSH)+0.7/(1+mu)M+0.8TPG[2]cLCB16使用性能相加01.0SM[1]+1.0(cD)+1.0(cTP)+1.0(cTS)+1.0(cCR)+1.0(cSH)+0.4/(1+mu)M+0.8TPG[1]cLCB17使用性能相加01.0SM[1]+1.0(cD)+1.0(cTP)+1.0(cTS)+1.0(cCR)+1.0(cSH)+0.4/(1+mu)M+0.8TPG[2]cLCB18使用性能相加11.0SM[1]+1.0(cD)+1.0(cTP)+1.0(cTS)+1.0(cCR)+1.0(cSH)+1.0M+1.0TPG[1]cLCB19使用性能相加11.0SM[1]+1.0(cD)+1.0(cTP)+1.0(cTS)+1.0(cCR)+1.0(cSH)+1.0M+1.0TPG[2]3抗裂驗算預(yù)應(yīng)力混凝土受彎構(gòu)件應(yīng)按下列規(guī)定進(jìn)行正截面和斜截面抗裂驗算：截面抗裂驗算(1)正截面抗裂應(yīng)對構(gòu)件真截面混凝土的拉應(yīng)力進(jìn)行驗算，并應(yīng)符合下列要求:全預(yù)應(yīng)力混凝土構(gòu)件，在作用(或荷載)短期效應(yīng)組合下預(yù)制構(gòu)件(Tst-0.85(Tpc<0分段澆注或砂漿接縫的縱向分塊構(gòu)件bst-bpc00A類預(yù)應(yīng)力混凝土構(gòu)件，在作用(或荷載)短期效應(yīng)組合下0-st-0-pc<0.7ftk但在荷載長期效應(yīng)組合下0-lt-0-pc<0由midas程序進(jìn)行正截面驗算,驗算結(jié)果如表3-1單元tiS自#狷宅痢SiqlT(Nfcrn*2)Sig.日(NJcmA2)Sig.TLs*g,BL明此底2)Sig.TR(NIW2)Sig^BR(Hfcrn*2)Sig.fAAX(N此e*2)Sig_ALW(Hlcrr^a)1皿CLC815FX-FJINOK60.麗]加二色的s6.miM33840sa.eaeo2613$3?eOuBBGO4口加01啊CLC015FX-MINOK421599和F573S4218753075S9142132430755^44213244QQQQ2II3ICLCB15WNQK474643302.3964499402303210245,9934301.5€-27459期4QQQ02JC2ICLCB1&FX-M1NOK421468307.5671餐3000554Q.644S306.72S7495446QQQQQ3啊SC日15FX-MINOK90U3B7430333313Q4J55149.0737302.&110通口737-0.00003中1】cLCB15FX-MINOK.95J277369.331797.3037370.149794d517r368.613S94.4517-0.00004||11|d_CB15FX-M1NOK104.5771171.3153106.2407372J43B1&2.9i35370.3A&61029135-D.000041司(XCB15FX-N1NOK177912553S.2296179.7747弓也2曲176.05Q1176咕tn?0.00005忖CLCB15FX-IUINOK1833347“Z105W1754330131鴕刷7754179771025977?QQQQ5J[12]CLCB15FX-MINQK1S75746544.43W54515061S&.Z93?543.72061S&2936QQQQQe1[12|CLCB15小MINOK1875403544.5140188.8216545229213&.2599S43.7M919&25B9QQQQQ目JI13ICLCB15FX-MINOK190.3700546.0日Q191.5074544l74B0139.1426545.37QD18乳1426-Q.OOOG71131GLCB15FX-MINOK190.3183546.233A191.54*15401911B9.0906545.^-861S9.0906-D.OOOG7J[W)GLCB15FX-MNOK191.575S550.3955192.75簽5510528190.3978549.73421M.397B-D.0000a期郵l-UH15FX.-M1NOK191S43155D.47S2192.72115fi11330190.365154。思1的1M3651-D.00008CLC815FX-MINOKl&l9985565.13S1193556祝2190.96945545WP1驪螃$+QQQ0gIL15ICLCB15FX-IM1NOK1920058555.2533193.1^0555孫口1900757554.&K51WB7574QQQQ9J[16]CLCB15兩MINOK1S24276551.3350193.5247Ml9473191.3306560.72271913306-0.0000iain61CLCB1&FX-MINOK.1924293561J091193.52705G2Q207191.3316560.7^541913316-0.000010J[17]CLCB15FX-MINOK怕4D418564.5591195.0?95651475102.9377563.97081929B77-0.0000it中7)CLCB1SFX-M1NOK1948gB56^.562119S.0^3SS?5.1504192.9855563.97■胡192.9B5S>0.0000'ii」網(wǎng)d-CB15FX-M1NOKIM9B473ML白前9l93.Wfi；6SM3B1S他1.的oa563.2722的19908-D.000012marCLC815FX-UOMOK1929B475B8.B2691935S9兆161S1990355B2722191590B

單元殂臺鈉盤算Sifl-T廿21MB(Nfcm*2)則.TL(N/am*2J-使此e*21Sig.TR(Nfcrn*2)Sig_BR(Nrcin*2}Sig_MAXMt譜21Sig.^LW(NA:rn*2)-」g：CLCB15FX-MlhlOk1B7.64&D57766981的6皿576.19341a67S76577lt;000013I[1S?CLGB15[FX-MINOK1877Q215775511iee54025781W7539577.1J751667630母叩叩13JI20ICLCB15FX刈MOK190W6253463641B1.5929505JS7117951965&4.295A17961K40QQQ14K2C0CLCB15FX-MINOK1S0.&75B&8459231B1.6027585.143117^.68895B4.0415179.涮9-0.000014扉*CUDB15EX-MINOK180.M55575.41681B1.5343575.OT65179.5067574.8370179.M67-0.000015忖1CLCB15iFX-MINOK1S0.M24574.7684181.m2575.3M217^,6235574.2M4179.6235-fl.DOOO15J|22|CLCB15FX-MINOK192.MM“立口飛193.8944549.S7311^1.7128S46.45W191.T12B-0.000016（解CLCB1SFX-MlNOk5447905例.英g54皿箋iSl745154a.i白2i1911.7451<0000164231CLCB15FX-MINOK209912651?5692211054^5192WB2W7702Fim即日77m-ODQQQ17?2司CLG015EX4MlMOK20993sB518329721t077&518.9M93M7S41517.69Z5ZQ8794140口口Q17JCOCLCB14FX-MAXOK792.29BB2199B94790.6994219.OT677936983220.0921219.OT&7-0.0000101241CLCB14FX-MWOK792.15B4219.6525790.5S01219.7M479375682205*46219.7M4-0.000018回司cLCBUFX-MWOK619.M701742049817.430^173.2746320.7636175.1351173.2746-fl.DOOO19|25|dJCBUFX-MAXOK019.1411174.3366B17.4753173.4069820.B070175.2683173.4069-0.000019-亞CLCB14IFX-MAXOK自35.4嵬4144必!9S33.69841J3.M713171S65104.99J7143.M71<0000EQ,的CLCS14FX-WIAXOKB355476144D007633.91411?g1as7陽1144汨目？1J3*4),0000工口JI271CLGB14FX-MAXOK目$Q1W21Z95544B3635841295MB84195MQ130^7001295MB40口口Q21127]CLGB14FX-MWOKWQ.4Mz12S5326S3B.699J129.52708422920130.5382129.5270-0.000021廂CLCB14FX-MAXOKBzg.sen135.7798S2B.1190134.73B1831.B600136.92M134.7351-0.000022151cLCBUFX-MAXOK813.1359140.5182B40.2S33138.9345845.9735142.10M13&孫5-0.000022串。1d_CB1d.FtMAXOK726.M3176.8543724.16427S.45987M.16197包2命97S.4596-O.DDOO23cLCBUIFX-MAXOK74J.4121皿陽口742.4M7也心蚓74fi&佛91.B34179.42&S-O.DDDO23JI6IcLCBUFX-MAXOK66419(247299025第34ggi71W1B6660349?401B571W1B◎woo單元雄臺名稱樊型蛉理Siq.TSifl-BAM此什卻S<SUL陷cm?Sig_BLSiLTRSig.BRSifl_MAXSig.ALW(Nfcm*2)24㈣CLCS14FX-MAXOK969.58517<3M2碗口儂73.47556711.27275.1965T3.4755◎000024J[41]CLCG15FX-MINOK474Q1^287霓口14^5817?眼口四4422062B569124622Q5◎000025l[41]CLCS1SFX葡INOK47.397229735094B57的286.01Q34&215B2B6.69154M5S40口口Q25JP1CLCG15FX4MINOKB.13OT334.195B9.3964334.36.91fl.9237333.52256.9237-Q.DOOO2B1[7]CLCB15FX-MIN04cB.11023334.10470.17H334.78147.033133ass時7.0331-0.000024財CLCG15FX-MINOK^9.0773280.59D4^0.12422B1.174743.03052S0.00S148.0M5-0.0000271[叫cLCfilSFX-WINOK49.03W280.5723U.D8442B1.1S5547則627@.gagi47.9^4S-0.000027」[4]cLCfl14FX-MAXOK665.6a456自躬它的期口S7.577466700D1-6&.1017S7.5774-4ODDO整則(LCB14FX-MAXOK559的世67aMKSV95552K4661珈$55?54-ODOQQ28JH30CLC614FX4.WXOK26$197flWB272563457&.BWZ729.4893門928175mz291[?]CLCB14FX-MAX0K709.038873.2861707.Z19171.85&B712A5B574.558671.8555-ODDOO29咽CLCB14FX-MAX畢SD9.9970134.M49807.2W1133.^7081Z7509136.5220133.4473-fl.DOOO30嘿CLC614FXM以國796.374713Q.a126794.7221129.SK3793.0273131.5349129.6OT3-O.DOOO30」掰cLCfi14FX-MttOK790.4752129.40167&B.B83912S.5135792fi664130.2897128.5135-j&.DDOO311網(wǎng)CLC614FX-MAXOK700.15411迪ffiMB7ftfi.5647120.13.35791.7435129.9077128.1335DODO31」附acsuFX-MAXOK了5144弱160.009075^913115915537629724IM862?1591553-<0000及|即]aceuFX-1WCOK751.2144159即906050158.83147G274371W538515日831440口口Q32J[30]CLCG15FX-HINOK15Q.90OT4I74.OT741519029474.02M1495970473.3913149.6970@D叩Q331[?]CLCB15FX-MINOK150.H0S2475.33B2151.2111475.9549M9.CD12474,21W149.0012■0.000033J[31]CLC615FX-MINOK105.做a519.&B461M.5331520.4M71I04.4D42519.2705104.4042■0.0000341[31]cLCei5iFX-MINO?105.1S73520.9841lfrfi.2547521.57?hB104.1200520.3834104.1200■O.DDOO34」明cLCfilSFx-Mir-i0K76.310154S.044D77.3369546.6171752632S45.JI70975漪翌-O.MOO35CLCB15Fx-^iinOK?6.14375468D25T71790547.377475120454E.22B47512^-00000單元殂臺名器魏巒蛉度Sig.Tt網(wǎng)DT1A4Sig.BMTL(N杞厘2)Sig.BL(Ntam*2)Sig.TR(N化W登Sig.BR(Nycm^S)弧火Sig.ALW(N/crn^S)Jr甲工dLcaisFX-MINDK&362Q25513748軌弼口551.92676266114-04000361網(wǎng)CLC01&FX-MIN□KM5599552甑57545508553.018362.9MB5519122醛-OjDOOO善J[34]CLC81&FX-MINOK70.3025545109712529533.0413693521531990469.3521"MOOT3711341CLC01&FX-MINOK7-0.2425532.8952711940533.42S2692910M2.364169.29104)000037J[35]0LCEI1SFX-MINOK&S.&25J502.0&4B89.5367502.593397.7147501.國陸187.7147-0.000033加1dLCBISFX-MINOKBB加33502.2M189.5046502.734787.^821M1.717SB7.S821-0.0000羽」網(wǎng)CLCB1SFX-MINOK1M.5164473.3443107.38711473.330310S.fi4.56472.6S33105.6456-0.000019［網(wǎng)CLC@15FX4ilNOKi帖弓cm473.4M21G7S712473.092310S629S472.9202105.6245-4DD0Q39啊dcei&FKMNDK1J326734453WB1240977446.76431224370445@3741224370-OOQQQ相IP71CLC01&FX-MIN□K1232652446.J4M-2124Q956446.7§7&1224J4B445S-407122434g"MOTO40」網(wǎng)CLCB14FX-MAXOK749.4090101.OT5674B353J101.40707504527W2.5942101.4070-0.0000*11[33|CLCBHFX-MAXOK749.4090101.OT56748.3534101J070750.4&2710258421011.4070-0.000041不用dLCB14FX-MAXOK758.822485.1754757.0218B4.6171D759.022985.733904.6170-0.000042i|腳dLCBHFX-MAXOK753.62246S.1754757.B218B4.61TO759.S22985.7333S4.6170-JB.DDOO4中叫CLC014FX-MAXOK762.4117S76.M43761471475.4961763.564476.5S2675.4?1■ofmo43I闕clcskfk-maxOK75S822496.1753PT3114.75717?5T17$5.693564加1-owoo43」口即CLGB14FX-MAXOK7H417976.0-2437S17Q9Q75.52S7763151567642QQ75.52S7-OJ0OOO事才|田町CLC014FX-MAXOK749.4090101.OT5574B&1831D1.S547750.1978102.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J-■zzaaM-Z2N.97g-37.M5*?岬PW-ASM?“北魏E田眠金-5EMte-沔面區(qū)-?■SS1KM-3iim-3S3744-ME'JHX]底IT門 用川口-l-SJSWO755M■i-Si-iWii-TCmS+-?A4^-i-E國國會-I4JU3D-由IMO-U3111T-1-1-IdtIUD4ITM+-lEfr相00■I0TW77-1197H-IWJWfl-l±4II±-Id金血-I7.71J0-IW.MW-1,9^:1-3U?EP-|-3E<JKD-MA232-MjJltO-IWMW息取汨an*”-MtJIXX]￥62支3.公環(huán)4-urn.iin陽,^3EM?'m第n d-s&jwM斜截面抗裂驗算表3-24持久狀況構(gòu)件的應(yīng)力驗算用階段正截面壓應(yīng)力驗算:按照新《公橋規(guī)》第7.1.5條規(guī)定，使用階段正截面應(yīng)力應(yīng)符合下列要求錯誤！未找到引用源。+錯誤！未找到引用源。式中錯誤！未找到引用源?！勺饔茫ɑ蚝奢d）標(biāo)準(zhǔn)值產(chǎn)生的混凝土法向壓應(yīng)力，參見《公預(yù)規(guī)》式（7.1.31（7Pt——由預(yù)加力產(chǎn)生的混凝土法向拉應(yīng)力，先張法構(gòu)件按本規(guī)范公式（6.1.5-1）計算,后張法構(gòu)件按本規(guī)范公式（6.1.5-4）計算.由midas程序自動驗算，驗算結(jié)果如表3-3。

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