[毕业设计精品]悬臂施工连续梁桥设计

1毕业设计中文题目悬臂施工连续梁桥设计英文题目2007届土木工程分院系专业土木工程学号学生姓名指导教师完成日期2007年6月日2第一章概述错误未定义书签。A1A2A0A4A5A3A6A7A8A9A102第二章截面拟定和内力计算4第三章预应力筋的设计与布置10第四章截面特性表18第五章预应力损失计算19第六章正截面承载能力计算24第七章斜截面抗剪承载力27一设计、受力及构造特点悬臂施工方法分为悬臂浇筑和悬臂拼装。悬臂施工具有很大的优越性不需要大量的施工机械和了临时设备；不影响桥下通航、通车；施工受季节、河道水位影响小。因此悬臂施工在连续梁和连续刚构中得到了广泛的应用，如虎门大桥辅航道桥（主跨270M连续刚构）即采用悬臂浇筑法施工。（一）设计特点预应力混凝土连续梁桥设计的一般步骤为参照已有的设计拟定截面结构几何尺寸和材料类型，模拟实际的施工步骤，计算出恒载及活载内力；然后再根据实际情况确定温度、沉降G12573G14667载，计算G1866G1147G10995的内力，G5194G994恒、活载内力G17839G15904G8503G5132G1363用G994G6227载G14033力G13464G2524。G17837G7171设计G17819G12255中的G12544一G8437G13464G2524，G1016G12193G13464G2524的结G7536分G2047G1328为G6365应力和G6365G6227载G14033力G1284算G19062G7475的计算内力。G1284算出G1022截面的G19062G7475后，G6365照一定要G8726G4570G19062G7475G5079G13634G3921，G18337G7044模拟施工G17819G12255G5194G13783G15397预应力的G1328用，计算恒载内力。G11013G1122G19062G7475G4557截面几何特性的影响，温度、沉降G12573内力G1075要G18337G7044计算，G1306G1866G994G19062G7475G1284算时计算得到的结G7536G5058G2047G19762G5132小。G2520G12193G14667载G1328用下内力计算出G7481后，需G17839G15904G6227载G14033力G13464G2524和G8503G5132G1363用G13464G2524，G1209G17839G15904截面G5390度G20576算、应力G20576算和G2476G5430G20576算，G17837G7171设计G17819G12255中的G12544G1120G8437G13464G2524。如G2520G20045G20576算G3355G9397G17287要G8726G1000G16760为G2524G10714，G2029设计通G17819。如有G1135截面的有G1135G20576算通不G17819，G2029需G16855G6984G19062G7475G10990G14279G1474G6925截面尺寸后G18337G7044计算，G11464到G20576算G3355通G17819后为G8502。如G990G6164G17860，设计G17819G12255一般G2265G6336G1016G8437G13464G2524。G12544一G8437G13464G2524G7171为了G1284算G19062G7475。此时G19062G7475G17836G7422确定，G1075G4613G7092法G13783G15397预G2164力的G1328用。G11013G1122预G2164力G4557G5476G2476有很大影响，G6937G1284算G19062G7475时一般G1075不G13783G15397G6922G13565G5476G2476的影响。况G1000，此时用的几何特性G18129G7171G8623截面几何特性，G6164G1209G12544一G8437G13464G2524的内力不G7171桥梁的实际受力G10378G5589，G1177G1391G1284G7475参G13783，根据G1284G7475结G7536确定G19062G7475G6980量和几何G5430G10378后，G13783G15397预G2164力和G6922G13565G5476G2476的影响G18337G7044计算的内力G7171G5415G2081G18209G7475下的受力。如G2520G20045G20576算G3355通G17819，G18039G1052G2499G1328为G7380G13468结G7536。如G1022G2047截面不G9397G17287，G1306G1016G8437G13464G2524结G7536G11468G5058不大，G2499G17878G5415G16855G6984G19062G7475后G18337G7044计算；如G1016G8437G134643G2524结G7536G11468G5058G17751大，G2029应G4570G12544G1120G8437G13464G2524内力G1328为G1284G7475G1393据G18337G7044G1284G7475，再G18337G3809G17839G15904G20576算，G11464到G2520G20045G20576算G1852G18108通G17819G1000G1016G8437G13464G2524结G7536G11468G5058不大为G8502。G5647G1055，设计的G17819G12255G4613G7171一G1022G17892G8437G17857G1207G17936G17829的G17819G12255。预应力混凝土连续梁采用悬臂施工法需在施工中G17839G15904G1319G13007G17728G6454，G13475G17819一G13007G2027的施工G19466G8585G13792G17892步G5430G6116G7380G13468的连续梁G1319G13007。在G2520G1022施工G19466G8585，G2499G14033具有不G2528的静力G1319G13007，G1866中G2265G6336安装单元、拆除单元、张拉预应力、移动挂蓝G12573工况。（G1120）受力特点采用悬臂施工的连续梁桥，在施工G17819G12255中G13475历T型刚构受力G10378G5589，G2524龙后G5430G6116连续梁桥，G1866恒载G1147G10995的内力G11013G2520G1022施工G19466G8585G1147G10995的内力叠G2164G13792G6116。G11013G1122G2524龙G8585G17751短，G1866G1147G10995的内力一般G17751小，G6937T型刚构受力G10378G5589为主要G18108分。G4557悬臂施工连续梁桥，G2524龙后根G18108负弯矩很大，G13792中跨跨中恒载弯矩很小。G1120期恒载G2164G990G1209后，根G18108负弯矩增大，中跨跨中G6227受G11468G4557G17751小的G8503弯矩。因此截面几何尺寸拟定G1209后，应根据G1209G990弯矩分G5079特点，增大主梁根G18108附G17829断面的抗弯刚度，提高截面下缘的G6227压G14033力。悬臂施工时，浇筑一节G8585梁G1319，达到一定G5390度后张拉此G8585G19062G7475。梁G1319自G18337G1147G10995负弯矩，预应力G19062G7475G1147G10995G8503弯矩，G1120者结G2524G1363得梁G1319基本处G1122偏心受压受力G10378G5589，G1866轴向力G19762G5132大，抗剪G5390度一般不G6116问题，G13792G7380小G8503应力又G17751大，G6937主拉应力G1075易G9397G17287，G6164G1209G2499不设下弯矩索。否G2029，G2499微弯纵向G7475，设G13634竖向预应力筋。（三）构造特点1零号块零号块G7171悬臂浇注施工的中心块G1319，又G7171G1319G13007G17728G6454的控制块G1319。梁G1319的受力G13475零号块通G17819支座向墩身传递，零号块受力G19762G5132G3809杂，G1000一般G1328为施工机具和材料堆放的临时场地，G6937G1866顶板、底板、腹板尺寸G18129取得G17751大。零号块G1209不G14033处G10714为一般的杆G13007，G4557G18337要桥梁G18129要G4557零号块G17839G15904空间应力分析。从国内施工G7481看，零号块有时开裂，G6937G1866施工工艺及结构构造G7171很值得研究的问题。2横隔板悬臂施工的连续梁多采用箱G5430截面，抗扭刚度大，G6937除支点G18108位零号块内设G13634横膈板外。主桥沿纵向一般不设G13634横膈板。零号块内横膈板传递G14667载G17751大，通G5132采用一片实G1319或G1016片刚性横膈板，中G18108开设G17819人洞。在和块支点处一般G4570底板和腹板G2164厚，G1209起到柔性横膈板的G1328用。端横膈板在构造G990需G13783G15397不平衡G8585底板G19062G7475弯起锚固的要G8726，G17836需设G13634预留伸G13565槽。3G2524龙G8585G2524龙G8585的施工G7171桥梁施工的G18337要环节。在G2524龙G8585施工G17819G12255中，G11013G1122温度G2476化、混凝土早期G6922G13565、已完G6116结构的G6922G13565G5476G2476、G7044浇混凝土的水化热，G1209及结构G1319G13007G2476化和施工G14667载G12573因素，G4557尚G7422达到G5390度的G2524龙G8585混凝土有G11464接影响，G6937必须G18337视G2524龙G8585的构造措施，G1363G2524龙G8585G994G1016侧梁G1319保持G2476G5430协G16855，G5194在施工G17819G12255中G14033传递内力。G2524龙G8585的G19283度在G9397G17287施工要G8726的情况下，应G4625量G13565短，G1209G1427G1122构造处G10714，一般取153M。G2524龙G8585的构造处G10714有G1209下几G12193（G701）用G2182性G19062G12661G1328为G2524龙G8585的预应力G3883G12661；（2）G2164G5390G18209筋；（3）用临时G2182性G19062杆G19157定；（4）压G7621支G6757。4临时固结措施悬臂施工时，为保G16789结构几何G1319G13007不G2476，需G4570墩梁固结，G1209G6227受不平衡弯矩。G5132用的固结方法为在支座纵向G1016侧设G13634G1016G6502临时混凝土块G1328为临时支座。临时支座内G12371预应力G19062G7475，G1016端分G2047锚固在主墩和主梁横膈板内。G19062G7475的G6980量应G11013施4工中的不平衡弯矩确定。为G1427G1122拆除，在临时支座内设有G134342CM厚的G11839G11982G11734G8986G3853G4630。G11839G11982G11734G8986具有抗压G5390度高、G2164热G4493易G17731化的特点，G1427G1122临时支座的拆除。第二章截面拟定和内力计算本设计G13475方G7708采用三跨一G13864预应力混凝土G12573截面连续梁结构，G1852G19283156M。G990G18108结构根据通G159042G1022车道要G8726，采用单箱G2464G4472箱型梁，箱G449712M。1主跨G5464的拟定根据设计G1082要G8726，主跨G5464定为70M，G17805跨跨G5464为43M，G2029G1852G13864跨G5464为437043156M2主梁尺寸拟定（跨中截面）1主梁高度预应力混凝土连续梁桥的主梁高度G994起跨G5464G1055G8616通G5132在1151/25G1055间，G7643G1946设计中，高跨G8616G13434在1181/19，G5415G5326筑高度不受G19492制时，增大梁高G7171G8616G17751G13475G8994的方G7708。G2499G1209节G11477预应力G19062G7475G5079G13634用量，G2164大G9157高G2494G7171腹板G2164厚，增大混凝土用量有G19492。根据桥下通车G13459G17347情况，G5194G1000为达到G13666G16278的G6940G7536，采用G2476截面，取支座处梁高为38M，跨中梁高20MG17837G7691高跨G8616为38/701/1842，2/431/215。位G11221151/25G1055间，G12538G2524要G8726。2G13466G18108尺寸在跨中处顶板厚取25CM，底板厚取25CM，腹板厚取40CM；支座处顶板厚取25CM，底板厚取60CM，腹板厚取40CM具G1319尺寸G16277下G32825支座截面A11A12A13A14一、本桥主要材料预应力混凝土连续梁顶板采用50C号混凝土；底板采用C30混凝土；桥墩采用C30混凝土；预应力G19062筋采用1075的G19062G13490G13459，PKF1860MPA；G19762预应力G19062筋采用G13435G19062筋，构造G19062筋采用G13435G19062筋。G1120、桥梁设计G14667载G2499G2476G14667载根据要G8726采用G1856G17347G252IG13435，G1856G17347G252IG13435车道G14667载的G3355G5079G14667载的G7643G1946值为105/KQKNM，G19610中G14667载G7643G1946值G6365G1209下G16280定G17885取桥梁跨G5464小G1122或G12573G11225M时，180KPKN；桥梁计算跨G5464大G1122或G12573G112250M时，360KPKN；桥梁计算跨G5464在5MG1427950MG1055间时，KP采用G11464G13459内G6566G8726得。62857029KNM三、主梁内力计算根据梁跨结构纵断面的G5079G13634，G5194通G17819G4557移动G14667载G1328用G7380不G2045位G13634，确定控制截面的内力，然后G17839G15904内力G13464G2524，G11023出内力G2265G13488G3282。（一）恒载内力计算1G12544一期恒载（结构自G18337）G2045用MIDAS桥梁计算G17731G1226G5326模，自G18337G2499G1209自动G10995G6116。自G18337G1328用下梁G1147G10995的内力为G45701/4跨截面、跨中截面和支座截面的G6980据G2027G1122下G15932截面位G13634剪力KN弯矩KNM端G1810818816301/4跨截面73256847402G17805跨跨中截面96638743106支座截面6931729282158跨中截面02857029得到的弯矩G3282如下G3282G6164G120462G12544G1120期恒载G2265G6336结构自G18337、桥面G1120期G14667载G6365366KN/M计。在G1120期恒载G1328用下，梁G1147G10995的内力为截面位G13634剪力KN弯矩KNM端G181083802201/4跨截17805跨跨中截面20528139435支座截面1175281689960跨中截面003551790KQKPA15A16A17A189282158KNM7G1120期恒载G1328用下的弯矩G32821689960KNM551790KNM（G1120）活载内力计算活载取G1856G17347G252IG13435，车G17754的横向分G5079如下G3282G6164G12046MIDAS根据影响G13459G2164载，G4570移动G14667载G2164载在G7380不G2045的位G13634，G11013此得出移动G14667载G1328用下的弯矩G2265G13488G32821790976101584027675510600692108228（三）支座位移G5353起的内力计算G11013G1122G2520G1022支座处的竖向支座G2465力和地G17148G7477G1226的不G2528G5353起支座的不G3355G2260沉降，连续梁G7171一G12193G4557支座沉降特G2047G6947G5875的结构，G6164G1209G11013G4439G5353起的内力G7171构G6116内力的G18337要G13464G6116G18108分。G1866具G1319计算方法G7171三跨连续梁的G3247G1022支点中的G8611G1022支点分G2047下沉1CM，G1866G1325的支点不动，G6164得到的内力G17839G15904叠G2164，取G7380不G2045的内力G14551G3272。支座沉降下，G1147G10995的弯矩G3282为64313686431368（G3247）温度G14667载G5353起的内力计算G11013G1122受到G7097照的影响，G5353起桥梁桥面板G990下温度分G5079不G3355，G1147G10995温度G7811度G13792G5353起内力，G17837G7171G4628G18108温度G14667载。G2490外，G17836有G19555G11540G8680G1517的G2476化，G1920G3837G6922G13565，G3811G3837G14204G13972的影响，G17837G7171G6984G1319温度G14667载。G6984G1319G2331温G1328用下G1147G10995的弯矩G3282为36G6984G1319降温G1328用下G1147G10995的弯矩G3282为30G4628G18108G2331温G1328用下G1147G10995的弯矩G3282为91G4628G18108降温G1328用下G1147G10995的弯矩G3282为74769（G1128）G14667载G13464G2524及内力G2265G13488G3282A19A20A21A22A23A24A25A26G2045用MIDAS桥梁计算G17731G1226G5326模，G4570G1866平分为54G1022单元，G8611单元的具G1319尺寸为205，21，35，205，35，8375，1。G4570G990G17860的G14667载G17839G15904G13464G2524，G2499G1209有10G12193情况1结构自G18337G1120期G14667载支座沉降2结构自G18337G1120期G14667载支座沉降移动G14667载3结构自G18337G1120期G14667载支座沉降G6984G1319G2331温G14667载G4628G18108G2331温G14667载4结构自G18337G1120期G14667载支座沉降G6984G1319G2331温G14667载G4628G18108降温G14667载5结构自G18337G1120期G14667载支座沉降G6984G1319降温G14667载G4628G18108G2331温G14667载6结构自G18337G1120期G14667载支座沉降G6984G1319降温G14667载G4628G18108降温G14667载7结构自G18337G1120期G14667载支座沉降移动G14667载G6984G1319G2331温G14667载G4628G18108G2331温G14667载8结构自G18337G1120期G14667载支座沉降移动G14667载G6984G1319G2331温G14667载G4628G18108降温G14667载9结构自G18337G1120期G14667载支座沉降移动G14667载G6984G1319降温G14667载G4628G18108G2331温G14667载10结构自G18337G1120期G14667载支座沉降移动G14667载G6984G1319降温G14667载G4628G18108降温G14667载MIDASG4570G4570G990G17860的G13464G2524G17839G15904G2265G13488，G7380G13468G8726出弯矩G2265G13488G3282，根据G2265G13488G3282G17839G15904G18209筋。G2265G13488G3282为1448311719318433954477170723310第三章预应力筋的设计与布置一G19062G7475G1284算（一）G1284算方法预应力混凝土截面G18209筋，G7171根据G8503G5132G1363用和G6227载G14033力G1016G12193G7509G19492G10378G5589的G13464G2524结G7536，确定截面受力的性G17148，分为轴拉、轴压、G990缘受拉偏压、下缘受拉偏压、G990缘受拉偏拉、下缘受拉偏拉、G990缘受拉受弯、下缘受拉受弯8G12193受力类型，分G2047G6365照G11468应的G19062筋G1284算G1856G5347G17839G15904计算。G1284算结G7536为截面G990缘G18209筋和截面下缘G18209筋，此为截面G7380小G18209筋。需要G16840G7138的G7171，G1055G6164G1209G12228为G19062G7475G256G1284算G257，G7171因为计算中G1363用的G13464G2524结G7536G5194不G7171桥梁的G11507实受力。确定G19062G7475需要G11705道G2520截面的计算内力，G13792G5079G13634G3921G19062G7475G1055G2081又不G2499G14033G8726得桥梁的G11507实受力G10378G5589，G6937G2494G14033G12228为G256G1284算G257。此时G994G11507实受力G10378G5589的G5058G5334G11013G1209下G3247方面G5353起G311G7422G13783G15397预G2164力的G1328用；G312G7422G13783G15397预G2164力G4557G5476G2476、G6922G13565的影响；G313G7422G13783G15397（G19062G7475）G4392道的影响；G314G2520G19062G7475的预应力G6451G3845值G2494G14033根据G13475G20576G1119G1820拟定。根据截面的受力情况，G1866G18209筋不外G1058有三G12193G5430G5347截面G990、下缘G3355G5079G13634力筋G1209G6281抗G8503、负弯矩；G1177在截面下缘G5079G13634力筋G1209G6281抗G8503弯矩或G1177在G990缘G18209G13634力筋G1209G6281抗负弯矩。1截面G990、下缘G3355G5079G13634力筋，G7380小G18209筋值为MINMAXMINYY/WKKE/WKKEANSFKKEEMMA27A27A27A27A27A28A28A28A27A27A28A28（）（）（）MAXMINMINYY/WKKE/WKKEANXFKKEEMMA29A29A29A30A30A30A30A30A29A29A30A30（）（）（）G5347中EA31、EA32G252G252分G2047为G990缘的预应力G19062筋G18337心及下缘预应力G19062筋G18337心G17329截面G18337心的G17329G12175；AG252G252混凝土截面G12227，G2499G6365G8623截面计算；NA33A34NA32A35A35A36A37A38A39A40A41A42A43A44A45A41A46A47A48KA49A34KA50A35A35A51A52A53A38A39A54A55A56A48WIKAAYA57A58A59WIKAAYA60A61A60YFA62A62A63A64A65A66A67A68A69A70A71A72A73YA62A62预应力G19062筋的G8716G4396应力。G1284算力筋G6980量时G2499取G0506BYR，G186611中BYR为预应力G19062筋的G7643G1946G5390度。2G2494在截面下缘G5079G13634预应力筋MINY/WKAFKEYMNA74A75A74A74A74MAXY/WKAFKEYMNA76A76A76A76A773G2494在截面G990缘G5079G13634预应力筋MINY/WKAFKEYMNA78A79A79A78A79MAXY/WKAFKEYMNA76A77A77A77A774G990、下缘G18209筋的G2040G2047G7477G1226G2494在下缘G18209筋的G7477G1226KKEKKEYYA80A81A82A82A82A83A83A83（）（）G311G2494在G990缘G18209筋的G7477G1226KKEKEYYKA80A81A82A82A83A83A83A83（）G312根据G2265G13488G3282G2499G11705，支座处的弯矩G13489G4557值G7380大，G11013此G6365支座处的弯矩G1284算预应力筋的面G12227。在支座处有WI232714123AA10453718092KMZA84A85A84WI232714K112AA10453719908MZA86A87A86MIN1339137618092/W104232714YMMPAA88A89MAW1145MPA2327YMA90A91G1284算112008104MEA92123015108MEA93126MINY/WKA10510410123378FKE140186006123104YMNA94A95A95A94A95根取为384根，拟定G186132G1022预G3487G18341G4658G8886G13453G12661G12661道，G2029G8611G1022G12661道G14279G4581有G19062G13490G13459为12根。G5079G13634G3282如下支座处预应力筋G5079G13634G3282在跨中负弯矩G7380大，拟定G19062G13490G13459采用15275，G1866面G12227为2140AMM。WI39148K0446AA7071312412MZA96A97A96WI391480706AA7071307838KMZA98A99A98G1284算04MEA10006MEA101MIN503050607838/W10139148YMMPAA102A103MAX503050612412/W113MPA39148YMA104A1056MAXY/WKA707113100706FKE140186006044606345YMNA106A106A106A106A107根取为384根，拟定G186132G1022预G3487G18341G4658G8886G13453G12661G12661道，G2029G8611G1022G12661道G14279G4581有G19062G13490G1345913为12根。G5079G13634G3282如下跨中预应力筋G5079G13634G3282用G2528G7691的方法G2499G1209得到126截面的预应力筋G5079G13634G3282，G11013G1122G7171G4557G12228悬臂施工，G6937G2494要G2027出114截面即G2499。下面G17885G8616G17751有G1207G15932性的22，44，66，88，1010，1212，1414截面22截面预应力筋G5079G13634G328244截面预应力筋G5079G13634G32821466截面预应力筋G5079G13634G328288截面预应力筋G5079G13634G32821010截面预应力筋G5079G13634G32821212截面预应力筋G5079G13634G3282151414截面预应力筋G5079G13634G32821616截面预应力筋G5079G13634G3282A108A109G311中得左G17805115123112108281右G1780581112015左G17805，显然不G14033G2494在下缘G18209筋A108A109G312中得左123104）2644右G17805115123015左G17805。G6937要在截面G990下缘G18129G5079G13634预应力筋MINMAXMINYY/WKKE/WKKEANSFKKEEMMA110A110A110A110A110A103A103A103A110A110A103A103（）（）（）66104101231121081151011201510453701401860061121231081043535根取为384根，拟定G186132G1022预G3487G18341G4658G8886G13453G12661G12661道，G2029G8611G1022G12661道G14279G4581有G19062G13490G13459为12根。16MAXMINMINYY66/WKKE/WKKEANXFKKEE10451041011212310411510123015140061860123112104108326MMA111A111A111A112A112A112A112A112A111A111A112A112（）（）（）根取为384根，拟定G186132G1022预G3487G18341G4658G8886G13453G12661G12661道，G2029G8611G1022G12661道G14279G4581有G19062G13490G13459为12根。G1207入G311中得，1010706（044606）751595044601。G6937在G990、下缘G18209筋。MINMAXMINYY66/WKKE/WKKEANSFKKEE7071011007060615951004460106140061860070604460406485MMA113A113A113A113A113A114A114A114A113A113A114A114（）（）（）YKA7071552107061000FKE1387055186004660794306ZYNA115A116A116A116A117根取432根，拟定G186124G1022预G3487G18341G4658G8886G13453G12661G12661道，G2029G8611G1022G12661道G14279G4581有G19062G13490G13459为18根。根据G2265G13488G3282G2499G11705，支座处的弯矩G13489G4557值G7380大，G11013此G6365支座处的弯矩G1284算预应力筋的面G12227，通G19283G18209G13634。根据轻轨G16280G14551G16280定，顶面保护G4630厚度取80AMMA118G2029G1284算0HHA400FHMMA119预应力筋面G12227G1284算G1856G5347为DPPTKPMAFZG1866中DMA120A120弯矩设计值；PTKFA120A120预应力筋的抗拉G5390度设计值A121090918601674PTKPKFFMPAPZA120A120预应力G19062筋G18337心到受压G2524力的G17329G12175，G17829似取用1702FPHZHA12240038008035202MMG2029DPPTKPMAFZ621684537102858791216743520MM拟定G19062G13490G13459采用15275A123G1866面G12227为21387AMMG2029G5647G1861G6164需G19062G13490G134592858791220611387N根取为288根，拟定G186124G1022预G3487G18341G4658G8886G13453G12661G12661道，G2029G8611G1022G12661道G14279G4581有G19062G13490G13459为12根。G11013G1856G5347PPTDFCDAFXBFA124G2499G11705228587912167434534006000231XMMFHG13475检G20576G9397G17287要G8726根据G16280G14551取预G3487G18341G4658G8886G13453G12661G11464G5464为80MMA125G12661间的间G17329为80MM18第四章截面特性表19第五章预应力损失计算一预应力筋G994G4392道壁G1055间摩擦G5353起的应力G6451G38451LA12611KXLCONEG5347中1LA127A127G11013G1122摩擦G5353起的应力G6451G3845A128MPAA129A126CONA127A127G19062筋（锚下）控制应力A128MPAA129A126A127A127从张拉端G14279计算截面的G19283度G990，G19062筋弯起角G1055和A128RADA129A126A130A127A127从张拉端G14279计算截面的G12661道G19283度A128MA129A126A127A127G19062筋G994G12661道壁G1055间的摩擦G13007G6980，G6365G159326341采用A126KA127A127G13783G15397G8611米G12661道G4557G1866设计位G13634的偏G5058G13007G6980，G6365G159326341采用A131G11013G16280G14551G159326341G2499G11705，G12661道类型为G18341G4658G8886G13453G12661时，取025A125K取00015A131取值为跨中截面到张拉端的G17329G12175A125A130A13250MA131计算G17819G1225511KXLCONE025000155007518601EG1866中0083RAD02500830001550107518601LE12737MPAG1120锚具G2476G5430、预应力筋回G13565和分块拼装构G1226接缝压密G5353起的应力G6451G38452LA1262LPLELG5347中2LA127A127G11013G1122锚头G2476G5430、G19062筋回G13565和接缝压G13565G5353起的应力G6451G3845A128MPAA129A126LA127A127预应力G19062筋的有G6940G19283度A128MA129A126LA127A127锚头G2476G5430、G19062筋回G13565和接缝压G13565值A128MA129A131采用G3853片G5347JM12锚具，G2029根据G16280G14551G159326342G2499G11705A1251LA133A134MMA125接缝压G13565值2LA133A135MMA13120计算G17819G122552LPLEL35122141019510100LLLL975MPA三混凝土G2164热养护时，预应力筋和台座G1055间温G5058G5353起的应力G6451G38453LA126此工G12255采用后张法，G6164G1209预应力筋和台座G1055间温G5058G5353起的应力G6451G38453L不予G13783G15397。G3247混凝土弹性压G13565G5353起的应力G6451G38454LA126在后张法结构中，G11013G1122一般预应力筋的G6980量G17751多，G19492G1122张拉设备G12573G7477G1226的G19492制，一般G18129采用分批张拉、锚固预应力筋。在G17837G12193情况下，已张拉完毕、锚固的预应力筋，G4570会在后续分批张拉预应力筋时发G10995弹性压G13565G2476G5430，从G13792G1147G10995应力G6451G3845。4LPCNA136A1374LA138A138G11013G1122混凝土的弹性压G13565G5353起的应力G6451G3845A139MPAA140A141CA138A138在G1820G15904张拉的预应力G19062筋G18337心处，G11013G1122后G7481张拉一根G19062筋G13792G1147G10995的混凝土G8503应力；G4557G1122连续梁G2499取若干有G1207G15932性截面G990应力的平G3355值A139MPAA140A141A138A138在G6164计算的G19062筋张拉后再张拉的G19062筋根G6980。G13475推导G2499得G1856G5347G1866他G5430G5347为421LPCMNMMA138A138G15932G12046预应力筋张拉的G5647批G6980；CA138A138在G1207G15932截面（如L/4截面）的G1852G18108预应力G19062筋G5430心处混凝土的预压应力（预应力筋的预拉应力扣除1L和2L后算得）。2PPPNCNNNNEAIPNA138A138G6164有预应力筋预G2164应力（扣除G11468应G19466G8585的应力G6451G38451L和2L后）的内力A141PNEA138A138预应力筋预G2164应力的G2524力PNG14279混凝土净截面G5430心轴的G17329G12175；NAA142NIA138A138混凝土的净截面面G12227和截面惯性矩A14321计算G17819G1225512075186012737975CONLL125788MPA4612013871012578810PN72092810N根据截面特性G2027G15932G2499G11705224554680623554682835086NNNACMMIMEMG20292PPPNCNNNNEAI772209281020928100865546828359228MPA541951056534510PN取3MA144A145421LPCMNM5565922843456MPAG1128预应力筋松弛G5353起的应力G6451G38455LA141G4557预应力G19062筋，G1177在传力锚固时G19062筋应力05PPKF的情况下，才G13783G15397G11013G1122G19062筋松弛G5353起的应力G6451G3845，G1866G13468G7509值5LPG5347中5LA138A138G11013G1122G19062筋松弛G5353起的应力G6451G3845A139MPAA140A141PA138A138传力锚固时预应力G19062筋的应力，G6365G16280G14551G12544643G7477的G16280定计算A139MPAA140A141124PCONLLL065PKFA138A138松弛G13007G6980，G4557G19062G13490G13459，IG13435松弛时，G6365008采用，IIG13435松弛时，G63650025采用。计算G17819G1225522124PCONLLL075186012737975434512144305PKF取A146A147A146A148A1455LP0081214439715MPA六混凝土G6922G13565和G5476G2476G5353起的应力G6451G38456LA143G11013G1122混凝土G6922G13565、G5476G2476G5353起的应力G6451G3845G13468G7509值G6365下G2027G1856G5347计算608112PPLNANEPPSSNNANAA221AAEIA136A1376LA138A138G11013G6922G13565、G5476G2476G5353起的应力G6451G3845G13468G7509值A139MPAA140A144A138A138传力锚固时，在计算截面G990预应力G19062筋G18337心处，