本科毕业论文-后张法预应力混凝土空心板桥设计计算书

第部分上部结构I、设计资料一、设计标准及材料标准跨径16M计算跨径1556M桥面净宽9205M设计荷载汽20，挂100材料预应力钢筋1524（750）钢铰线，后张法施工。非预应力钢筋钢筋和级螺纹钢筋混凝土空心板为R40号，空心板铰逢为R30号；桥面铺装为R30号沥青砼；栏杆、人行道采用R30号砼二、构造与尺寸50900/22图11桥梁横断面（尺寸单位CM）图12面构造及尺寸（尺单位CM）三、设计依据与参考书结构设计原理叶见曙主编，人民交通出版社桥梁计算示例集（梁桥）易建国主编，人民交通出版社桥梁工程（1985）姚玲森主编，人民交通出版社公路桥涵标准图公路桥涵标准图编制组，人民交通出版社公路桥涵设计规范（合订本）JTJ02185人民交通出版社公路砖石及混凝土桥涵设计规范（JTJ02285）II、上部结构的设计过程一、毛截面面积计算（详见图12）AH999030633152（3377127）468828CM2一毛截面重心位置全截面静距对称部分抵消，除去下部3CM后1/2板高静距S257/2（2/3714514）38（211458/2）28/2（145218/3）993（4353/2）3667513365170325CM3铰面积A铰2（1/2751/22838）99CM2毛面积的重心及位置为DH170325/468828363CM向下则重心距下边缘的距离为14181453634287CM距上边缘距离为9042874713CM铰重心对除去下部3CM后1/2板高的距离D铰36675/993705CM二毛截面对重心的惯距每个挖空半圆图13面积A1/2R21/231418250868CM2重心Y4R/3418/3314764CM半圆对自身惯距IIIIAY2314184/8508687642OYOII图13412030829691451151163CM4由此可得IH99903/1299903632236293/123629363241151163250868（76429/2363）2（76429/2363）22（1/128331/362831573/36）99（3705363）2472333321CM4二、内力计算（一）、永久荷载（恒载）作用下1桥面系安全带、栏杆单侧为625KN/M桥面铺装2（006015）/245232174KN/MG162522174/10343KN/M2铰和接缝G29919010424045KN/M3行车道板G3468828104251172KN/M恒载总重力GG1G2G33430451172156KN/M恒载内力计算见表11。表11MKNMQKN荷载GKN/MLM跨中1/8GL21/4点3/32GL2Q支1/2GLQ1/4点1/4GL单块板重全部恒载1172156015561556354747212266023540991181213745596068（二）、基本可变荷载（活载）作用下1荷载横向分布系数跨中和四分点的横向分布系数按铰接板法计算。支点按杠杆法计算荷载横向分布系数；支点到四分点间按直线内插求得。（1）跨中和四分点的荷载横向分布系数刚度系数R2EI/4GITB/L258I/ITB/L2式中IIH472333321CM4B100CML2434100CMIT板截面的抵抗扭刚度。图12所示截住面简化成图14。（略去中间肋板）IT4B2H2/B1/T11/T22H/T34892（9011/27）2/89（1/111/14）29011/27/106354404131CM4R58IB2/ITL2584723333211002/63544041312434200073按R查桥梁工程（1985）附录I之附表的各板的横向分布影响线竖坐标值，见表12。说明1、表中值为小数点后三位有效数字。2、表中I，J分别为板号与荷载作用的板号。3、竖标值应该绘在板的中轴线处表12IJ荷载位置板号RI1I2I3I4I5I6I7I8I9I100001001001001001001001001001001000011811581311100930800700630580561000731591421231070950850780730690680001001001001001001001001001001002001158154137114097083073065060058111010901499图14尺寸单位CM00073142139127110098088080074071069000100100100100100100100100100100001131137137123104090078070065043300073123127127117103093084078074058000100100100100100100100100100100001110114123127116100087078073070400073107110117120112100091084080078000100100100100100100100100100100001093097104116123114100090083080500073095098103112117110100093088085根据所求得数值作影响线如图15根据各板影响线，在其上加载求得各种荷载作用下的横向分布系数如下汽车荷载作用下M31/2I汽挂车荷载作用下M21/4I挂板号1三行汽车M3汽1/2（015101180100008200750069）0298二行汽车M2汽1/2（0144011100950079）0215挂100M2挂1/4（0142012501100099）0119板号2三行汽车M3汽1/2（014101150100008500760070）0294二行汽车M2汽1/2（0139011500980082）0217挂100M2挂1/4（0139012801130102）0121板号3三行汽车M3汽1/2（012501240109008900800066）0297二行汽车M2汽1/2（0127012001030086）0218挂100M2挂1/4（0127012701190107）0120板号4三行汽车M3汽1/2（010901180115009600860079）0302二行汽车M2汽1/2（0110011901120093）0217挂100M2挂1/4（0111011701200113）0115板号5三行汽车M3汽1/2（009701060115010600950087）0303二行汽车M2汽1/2（0098010901170102）0213挂100M2挂1/4（0105011301170111）0112支点、支点到四分点的荷载横向分布系数按杠杆法计算（图16）支点荷载横向分布系数求得如下102120550998三6三三M3汽M2汽1/21000500M2挂1/4（100010010）0300支点到四分点的荷载横向分布系数按直线内插进行。横向分布系数汇总于表13。表13荷载跨中到四分点支点三行汽20M3汽03030500二行汽20M2汽02180500挂100M2挂012103002、活载内力计算弯矩汽20产生的弯矩M汽车（1）MIPIYI式中（1）为冲击系数，（1）103（452434）/401155为折减系数三列车取08，两列车取10作荷载横向分布系数沿桥跨方向的变化图形和跨中及1/4点的弯矩影响线（见图17）050325016250445233600128三20M3三三三1三14三三3838470310125514126603三7跨中弯矩的计算M3汽11550860408512060851205385030345347KNMM2汽11551060408512060851205385021840828KNMM挂102503485408560855485012157899KNM1/4点弯矩的计算M3汽1155086015640433120456403031204214030370171403031300714043340318KNMM2汽1155106015640403120456402181204214021870171402181300714040338232KNMM挂10（36640156456401213564012132640121）25048750KNM2、剪力计算跨中剪力近似按同一个跨中荷载横向分布系数计算见图18250104514050312507826300541233三8三M三三1Q3汽车（1）MIPIYI11550812005120044360027803033635KNQ2汽车（1）MIPIYI11551012005120044360027802183269KNQ挂102500501212500451012125002860121250014101304203KN支点剪力剪力影响线及横向分布系数见图1912504125063978633三19三13001627025475Q支汽（1）MIPIYI11551005120100455120094303256007780373130016215536KNQ支挂10032501002652500951014725007860121250073718918KN1/4点剪力三1052801605339702544730135M三三Q汽（1）MIPIYI11551003031200750303120069303036005287169KNQ挂1001212500750121250070101212500536012125004877484KN3内力组合内力组合按“公预规第412”条规定进行，恒载产生的效应与活载产生的效应同号时则荷载组合S12SG14SQ荷载组合S12SG11SQ式中SG恒载重力产生效应弯矩KNM剪力KN序号荷载类型跨中1/4处支点跨中1/4L点1恒载472123540912137060682汽20453474031815536363571693挂10057899487501891842037484412恒载566544424908145644072816514汽206348585644522175045089100366611挂1006368895362520809846233823247S4512014029893636314850891731828S46120343396115835374246233155142/12495356100549S提高（）300003/135558611005510S提高（）2233211提高后S123744989363631550891731812提高后S12275098038364355476215824控制设计内力1237449893636435508917318表中提高系数详见结构设计原理荷载效应组合三、预应力钢筋的设计一、预应力钢筋截面积的估算根据桥预规定,预应力梁应满足使用阶段应力要求和承载力极限状态的强度条件。故按承载力极限状态来估算，这时预应力钢筋达到抗拉设计强度，砼达到抗压设计强度。后张法预应力砼空心板可以近似地简化。按下列公式来估算预应力钢筋面积AYCMJ/HRYNYCMJ/H（取设计经验值为076）则NY125123744/07609226140KN选用直径为1524（750）钢铰线，且采用后张法施工。NNY/RYAY226140103/1860140868束按施工和使用阶段估算，钢束数也为9束左右，选定钢束数N9束AY9140126CM2（二）、预应力钢筋布置后张法预应力钢筋的布置按“公预规”的要求，取预应力钢束净距保护层为35CM，钢束截面重心到板下边缘距离为AG35152426CM，9束钢束在板横截面中呈不均匀分布，详见图111，预应力钢束沿板跨方向呈直线变化，即保持AG426CM不变。四、净截面和换算截面的几何特性计算（一）换算截面积A0AHN1AY4688285911126475015CM4式中N钢筋弹性模量与砼弹性模量之比NEY/EH195105/33104591（二）换算截面的重心位置钢筋换算截面对毛截面重心净距SG（5911）126（4287426）238865CM3换算截面对毛截面重心的距偏离DH0SG/A0238865/475015050CM换算截面重心到截面下缘距离42615C3三MY042870504237CM换算截面重心到截面上缘距离Y047130504663CM钢筋重心到换算截面重心距离EY42374263811CM（三）换算截面惯距I0IHAHDH02N1AYEY247233332146882805025911126381124814357732CM4（四）截面抗弯模量W0下I0/Y0上4814357732/466310324593CM3W0上I0/Y0下4814357732/423711362657CM3预加应力阶段净截面几何特性计算假设砼达到R30时张拉AH468828CM2重心距板顶距离Y4713CM对板顶边的面积矩S1AHY4688284713220959CM3自身惯性矩I1472333321CM4预留管道面积A01652/4314CM2重心距板顶距离Y904268574CM对板顶边的面积矩S0A0Y31485742692236CM3混凝土净截面对板顶边的面积矩SI2209592692236194037CM3混凝土净截面AJAHA0468828314437428CM2YJSSI/AJ194037/4374284436CM净截面惯性矩IJIIIXIIAIYSYI2472333321468828443647132314443685742422164233CM4WSIJ/YS422164233/44369516777CM3WXIJ/YX422164233/45649249874CM3WYIJ/EY422164233/378211162460CM3五、截面强度验算以跨中正截面强度验算为例顶板平均宽BIA/HI9389/2789932/23/11828CM详见图12顶板厚为HI11CM由RYAY186022441664RABIHI2382811209484RYAYRABIHI故说明部分腹板砼参加工作。由RYAYRABXRABIBHI（近似矩形）XRYAYRABIBHI/RAB186022423（8287210）11/23（7210）4436219689KNM符合要求式中C表示砼安全系数，按“公预规”取用125六、预应力损失计算按公路桥规规定采用K075RYB07518601395MPA（一）预应力钢束与管道之间摩擦引起的预应力损失按“公预规”规定计算S1K1EKX075RYB1E0550070。001512。937847MPA（二）锚具变形、钢铰线回缩引起的应力损失S2L/LEY1220105/239410025MPA式中L表示钢筋回缩值取用6212MML表示预应力钢筋有效长度EY20105MPA三分批张拉时砼弹性压缩引起的应力损失S4M1/2MNYH1H1NY/AJNYEY2/IJNYKS1S2AY（1395784810025）12615325KNH115325103/4374281021532510337822/4221642331043555MPAS4M1/2MNYH1161/21657615469599MPAH1表示全部筋束的合力NY在其作用点处所产生的混凝土正应力NY表示筋束的预加力的合力AJ、IJ混凝土梁的净截面面积和净截面惯性矩四钢筋松驰引起的预应力损失S50022K002213953096MPA（五）砼收缩徐变损失按“公预规”附录九计算S609NYH（T，）EY（T，）/（115A）S6表示全部受力钢筋截面重心点处的预应力损失值H表示后张法构件放松钢筋时，在计算截面上全部受力钢筋重力处由预加力（扣除相应阶段应力损失），产生的砼法向应力表示配筋率（AGAY）/AA1EA2/R2EA表示全部预应力筋与非预应力筋换算截面重心点到构件截面重心轴的距离取EAEY（T，）表示加载龄期为时砼的徐变系数终值，相对湿度为75，28天查得22（T，）表示自龄期为时开始计算的收缩徐变终值取用023。代入计算得（AGAY）/A224/479826047R2I/A472333321/479826R3137A1EA2/R21（3782/3137）2245S609（57614062220105023103）/（115047245）17204MPA（六）永存预应力第一批应力损失预加应力阶段SS1S2S4784710025959927471MPA第二批应力损失使用荷载作用阶段SS5S6309617204203MPASSS2747120347771MPA永存预应力Y13954777191729MPA七、跨中截面应力验算（一）施工阶段正应力验算1、跨中截面正应力施工阶段构件在预期应力和自重作用下截面上下缘砼正应力验算应力限值混凝土标号R为40号，张拉时R08R为32号，由附表12内插得RBA224MPARBL220MPAHA070RBA072241568MPAHL070RBL0722154MPANYAYAYWCOSKS,K,SA,Y1395274711260141157KNHSNY/AJNYEYJ/WJSMG1/WJS141157103/4374281021411571033782/951677710347212106/9516777103258MPA0运输、安装阶段正应力计算NY（KS）AY（139547771）1261155785KNMG1472121256654KNMHSNY/AJNYEY/WJSMG1/WJS141157103/4374281021411571033782/951677710356654106/9516777103357MPA02、使用阶段正应力验算NYKSSAYAYWCOSKSSAY917291260115579KN对荷载组合HSNY/AJMG1NYEYJ/WJSMG2MP/WOS115579103/437428102（472121061155791033782）/95167771034721245347102/11607326103302MPA0对荷载组合MG2MP105111KMMHSNY/AJMG1NYEYJ/WJSMG2MP/WOS115579103/437428102（472121061155791033782）/9516777103105111102/11607326103301MPA0（二）预应力钢筋最大应力荷载组合YMAXYNY（MG2MP）Y0Y/I0（13954777）633925591063782/488436267510496266MPA065RBY1209MPA荷载组合YMAXYNY（MG2MP）Y0Y/I0（139541236）6331051111063782/488436267510496881MPA070RBY1302MPA八、支点截面主应力验算换算截面重心处的主应力净距S0，9942174217/2（6331）283855250868（7336307764）236（7336307764）2/27375951CM4S099425425/2（5751）283888250868（7336307764）236（7336307764）2/280052905CM4B210727CM对荷载组合QG1S0,/BI0,QG2QQS0/BI091187375951/274749000513019155368005291/27474753451017MPA对荷载组合QG1S0,/BI0,QG2QQS0/BI0019MPA换算截面重心处砼的应力HY1AY/A0，Y1AY/A02158212168102/4778821681689106/47485345110351MPA对荷载组合主拉应力Z1H/2H2/421/2509/25092/401721/20006MPA1729/12513838KNM2、作用于墩柱底的外力NMAX2481335694253827KNNMIN2422515694247945KNMMAX172945293034KNM3、截面配钢筋计算已知墩柱用25号砼A90KGF/CM2,采用1620钢筋G200KGF/CM2,AG3141625027CM2。由于IP/D229/1058X1L20符合规范要求。请您删除一下内容，O_O谢谢MANYPEOPLEHAVETHESAMEMIXEDFEELINGSWHENPLANNINGATRIPDURINGGOLDENWEEKWITHHEAPSOFTIME,THESEVENDAYCHINESE请您删除一下内容，O_O谢谢NATIONALDAYHOLIDAYCOULDBETHEBESTOCCASIONTOENJOYADESTINATIONHOWEVER,ITCANALSOBETHEEASIESTWAYTORUINHOWYOUFEELABOUTAPLACEANDYOUMAYBECOMEMOREFATIGUEDAFTERTHEHOLIDAY,DUETOBATTLINGTHELARGECROWDSDURINGPEAKSEASON,ADREAMABOUTAPLACECANTURNTONIGHTMAREWITHOUTCAREFULPLANNING,ESPECIALLYIFYOUTRAVELWITHCHILDRENANDOLDERPEOPLEASMOSTCHINESEPEOPLEWILLTAKETHEHOLIDAYTOVISITDOMESTICTOURISTDESTINATIONS,CROWDSANDBUSYTRAFFICAREINEVITABLEATMOSTPLACESALSOTOBEEXPECTEDAREINCREASINGTRANSPORTANDACCOMMODATIONPRICES,WITHTHEPOSSIBILITYTHATTHEREWILLBENOROOMSAVAILABLEITISALSOCOMMONTHATYOULLWAITINTHELINEFORONEHOURTOGETATICKET,ANDANOTHERTWOHOURSATTHESITE,TOONLYSEEATINYBITOFTHEPLACEDUETOTHECROWDSLASTYEAR,428MILLIONTOURISTSTRAVELEDINCHINAOVERTHEWEEKLONGHOLIDAYINOCTOBERTRAVELINGDURINGTHISPERIODISAMATTERTHATNEEDSTHOROUGHPREPARATIONIFYOUARESHORTONTIMETOPLANTHEUPCOMING“GOLDENWEEK“ITMAYNOTBEABADIDEATOAVOIDSOMEOFTHEMOSTCROWDEDPLACESFORNOWTHEREISALWAYSAPLACESOFASCINATINGTHATEVERYONEYEARNSFORARXANISAPLACELIKETHISTHEBEAUTYOFARXANISEVERLASTINGREGARDLESSOFTHECHANGINGOFFOURSEASONSBESTOWEDBYNATURE,ITSSPECTACULARSEASONALLANDSCAPEANDMOUNTAINSAREJUSTBEYONDWORDARXANISACRUCIALDESTINATIONFORTHERECOMMENDEDTRAVELLINGROUTE,“CHINAINNERMONGOLIAARXANHAILARMANZHOULI“ITISALSOTHEJOINTOFTHEFOURPRAIRIESACROSSTHESINOMONGOLIANBORDER,WHEREPEOPLEGRAVITATETOWARDSTHEEXOTICATMOSPHEREMIXEDWITHCHINESE,RUSSIAN,ANDMONGOLIAELEMENTSASAHISTORICS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