上部结构计算.docx
工程名称：上部结构计算单梁计算书编制人：审核人:编制日期：2024-1-8单位名称：桥绘通软件1、计算费料1.1 桥跨布置酹径布置：13<X)m1.2 设计荷载(一)公路桥涵设计通用规范JTG1)60-2015(二)公路钢筋混域上及预应力混旗土桥涵设计规范3JTG3362-2018(三)公路工程技术标准JTGB0I-20H(PI)公路桥涵6工技术规能.ITGTF5Q-2O11五)£城市道路工程设计规范(2016年版)<CJJ37-2012)(六)城市桥梁设计规范3(CJJn-2Q11)(七)公跖西工桥涵设计规范B<.TGD61-2005)<A)公路桥梁抗麴设计规范<JTGZT2231-01-2020)ODC城市桥梁抗辗设计规蒐<CJJ166-2011)活我类别公路【1级人群集度(kNm')3.50T度温度(C)T1.=14.00T2=5.50混凝土计以龄期(天)10混凝土收缩徐变天数3650.00设计行车速度80一期恒或d预制梁重力密度取7=26kN11二期恒载:混凝卜.桥面现浇层，曳力密度取y=26kN/m，沥有混凝土铺装i£力密度取V=24kN/m，梯度温度正、负温差按100mm浙声铺装、100nm混凝土调平层考1.3计算材料材料表混凝土标号C40预应力纲筋材料类型混凝土的容取24.00张拉控制应力孔道偏差系数钠绞线松弛系数孔道脚皿系数结构计算割改环境平均相对湿度0.80结构重要性系数1.1结构理力系数1.()42单梁计算2.1 计算费料事面几何特性表（单位制，mSdHQ截而索引Arca声1'Ixy藏面12.5600.3400.125-0.00()荷横向分布JK数、汽车冲击系敷表汽车人群横向分布系数1.00001.(XMK)汽车冲击系数0.342.2 单梁计算结果参数说明：应力结果中数值拉为负，压为正.应力结果除注明外，均以MPa为单位.骅向位移结果中向下为正，向上为负。5.2.1 受弯构件的正极面相对界限受JK区高度b按£公路钢筋混凝上及预应力混凝上桥涵设计规范5.2.1确定。相对界限赃区高度Cb制筋加奥程凝土强度等级CSO及以卜CsC60C6SCTOC75,CSO111>1"OO0.5«0.S60.54HR1.MOO.HRBF400、RRIMOO0.530.510.49I1.RBM)O0.490.470.46网线线、w0.400380.36035依应力螺纹制筋0.40038036注，Ifii而变粒K内配R不同构类制筋的爻弯构件,四Aei应透川相应于善加倒麻的较小者.26=aAn为姒向攵拉的前对受用区混M土同时ii处2J1覆度设计值时的受乐区矩形应力图高皮.5.2.2 拉形截面或翼缘位于受拉边的T形极面受弯构件.其正截面抗弯承段力应符合下列规定:九M4几版公-：）+乙九一）+（以-%）混凝土受压区高度X应按下式计匏：(5.2.2-1)M+4=ZA+ZX+(4-4)4(5.2.2-2)豉面受压区高度应符合下列要求：x<tJt(5.2.2-3)当受压区配有纵向普通钢筋和预应力钢舫，且预应力钢筋受压即时x>2a'(5.2.2-4)当受仄区仅配纵向普通钢筋.或配仃普通钢筋和fft力钢M1.1.预陶力钢筋受拉时x>2a(5.2.2-5)5.2.3 %缘位于受压区的T形或I形散面受弯构件,其正极面抗可承致力应按下列规定计匏:(1)当符合下列条件时Z4+M>+ZX+½-H(5.23-1)应以宽度为b'f的矩形截面，按第5.2.2条公式计算。a)XW机按矩形截面计算b)x>机按T形截面计算0三523T形面受穹构件正面承力计算(面内力作用方向与图522相同)(2)当不符合上述公式的条件时，应按下列规定计停：7.孙£几卜仇-今+S网优-争+/X(4-。：)+(CM(%-4)(5232)受压区高度X应按下列公式计算,并应符合公式(5.2.2-3)S<5,2.27)或(5.2.2-5)要求.f+44=几及+(-协的+ZX+G-%)4(523-3)式中：h一一T形或I形截面受压翼缘厚度：b,1-T形成I形极面受翼缘行效宽度,按规范第1.3.3条的规定采用.5.2.4当计豫中考虑受压区纵向钢筋但不符合公式（5.2.2-力或（5.2.2-5）条件时,仅采用纵向体内纲筋的受雪构件正截面抗弯承载力的计徵应符合下列规定（图5.2.2）：1当受压区无有纵向普通钢筋和预应力钢筋，口理应力钢筋受压时“414S-0p-o）+A14S-q-'）（5.2.4-1）2当受J卡区仅能纵向普逋钢筋.或配仃普通纲筋和欣应力纲筋且预*力钢筋受拉时刖Wd4几4（"-/一。：）十/4（人一一。；）一（/工一呢）4（4一。：）（5.2.4-2）5.2.9 矩形、T形和I形截面的受弯构件，当配置竖向预应力纲筋、箍筋和弯起帆筋时,共斜截面抗剪承教力计算应符合下列规定（图5.2.9）：oV<Vet+Kb÷Fpb+ju1(5.2.9-1)=0.45×1Q-iaa2aihh0y(2+O.6P)yfcJ(pnn+0.6ppvr)(5.2.9-2)=0.75×1011,bsina(5.2.9-3)rpb=O.75x1.O-<pbsin(5.2.9-4)Er=0.751。7工4_.4rin似(529-51a）简支粱福逐续睢近边支点梁段b）U崎燮加息曾舞近中间Z点,燮中图S.2.9斜面抗剪承吸力险算5.2.11 矩形、T形和I形截面的受弯构件，其抗剪搬面应符合下列要求:d<0.51×10'3Ako（5.2.H）5.2.12 矩形、T形和I形截面的受弯构件,当符合下列条件时,可不进行斜截面抗我承效力的蕤算，仅需按第9.3.12条构造要求配置筋筋.(5.2.12)ToFd<0.50×IOMo2.2.1 持久状况承载能力极限状态抗弯强度验算梁正面抗穹承力横崖状态计算结果(km)承,能力极限状盘抗穹强度验算表被面位置x(m)最大弯矩最小弯矩设计弯矩Md(kN.m)抗弯强度Mud(kN.m)是否满足设计弯矩Md(kN.m)抗弯强度Mud(kN.m)是否满足0.()0()O.(XX)6721.192满足0.0006721.192满足0.1X()-1.5136721.192满足-101.1246721.192满足0.380241.2336721.192满足92.1346721.192满足0.680587.7506721.192湎足225.5986721.192酒足1.8121694.7086721.192湎足653.5026721.192满足2.W42503.1566721.192海足961,7166721.192满足4.0763014.9896721.192痛足1150.2426721.192满足5.2083222.4486721.192满足1219.0806721.192满足6.3403153.3906721.192满足1168.2286721.192满足7.4722828.0306721.192满足997.6886721.192满足8.60422394386721.192满足707.4596721.192满足9.7361413.9326721.192满足297.5426721.192满足10.868-232.0646721.192满足-910.5156721.192满足I2.O-881.3596721.192满足-1838.1836721.192满足!2.3-1073.4966721.192满足-2119.3536721.192满足12.500-1206.2586721.192满足-2314.6866721.192湎足I3.O-1554.5086721.192海足-2975.8246721.192满足13.500-1262.6246721.192海足2520.3316721.192湎足I3.7(X)-1152.4096721.192满足-2349.2716721.192满足14.(XX)-994.0916721.192满足-2KM.8746721.192满足15.MX)485.5126721.192满足-13M8986721.192满足16.2(X)-89.9516721.192满足-769.8086721.192满足17.3001511.8056721.192满足192.5936721.192满足18.4001881.2276721.192满足362.1196721.192满足19.5002OO5.3I56721.192满足418.6276721.192湎足20.6001881.2276721.192满足362.1196721.192满足21.7001511.8056721.192湎足192.5936721.192湎足22.80089.9516721.192满足-769.8586721.192满足23.900-485.5126721.192满足13狐9556721.192满足25.000-994.0916721.192满足2104.9386721.192满足25.3()0-i152.4096721.192满足-2349.33«6721.192满足25.500-1262.6246721.192满足-2520.3996721.!»>2满足26.0-1554.5086721.192满足-2975.8966721.192满足26.500-1206.2586721.192满足-2314.6866721.192湎足26.700-1073.4966721.192满足-2119.3536721.192酒足27.0-881.3596721.192海足-1838.1836721.192湎足28.132232.0
