现浇连续梁桥计算说明书分析

现浇连续梁桥计算说明书1概述TOC\o"1-5"\h\z\o"CurrentDocument"工程概况3\o"CurrentDocument"桥梁上部结构3\o"CurrentDocument"主要材料4\o"CurrentDocument"设计规范4\o"CurrentDocument"技术标准4MIDAS软件建模\o"CurrentDocument"材料、截面5\o"CurrentDocument"节点、单元5\o"CurrentDocument"边界条件7\o"CurrentDocument"荷载7设计截面验算\o"CurrentDocument"荷载内力图10\o"CurrentDocument"荷载组合12抗裂验算13\o"CurrentDocument"持久状况构件的应力验算17承载能力极限状态抗弯和抗剪验算17工程概况本桥为主线上跨地方二级公路的分离式立交桥，平面位于R-5300的平曲线上，纵面位于R-18000m的凸形竖曲线上，根据地方协议，本桥采用净空为14*4.5m（现有碎石路面12m）,主线与地方路交叉桩号为K120+500.2978,交角为34°14'16"。主桥用22.3+31.3+22.3m预应力混凝土连续梁桥。主梁采用单箱双室，中墩为独柱墩，桥台为肋板台。桥型布置里立面图如图1-1,桥型布置平面图如图1-21”r，：第H1”r，：第H桥型里面布置图1-1桥型平面布置图1-2桥型平面布置图1-2桥梁上部结构主桥为现浇后张预应力混凝土等高度连续箱梁结构，分为左右两幅桥，本次验算值考虑左幅桥。其梁高为1.6m,主梁单箱双室形式，在支座处采用实心截面，上部结构设计如图1-3上部结构设计图1-3主要材料.混凝土：预应力混凝土箱梁采用C50混凝土。.钢材：①普通钢筋构造筋采用R235、受力筋采用HRB335。②预应力钢束采用国标钢绞线，型号为1X12标准型-15.2,标准抗拉强度Ryb=1860MPa,设计张拉控制应力(k=1395MPa。(3)锚具采用ovm15—12型，钢束孔道采用金属波纹管成孔，孔道直径为90mm,孔道外经为97mm。设计规范(1)《公路工程技术标准》(JTGB01-2003)(2)《公路桥涵设计通用规范》(JTJ021-89)(3)《公路钢筋混凝土及预应力混凝土桥涵设计规范》(JTGD62-2004).《公路桥涵地基与基础设计规范》(JTGD63-2007).《公路工程结构可靠度设计统一标准》(GB/T502803)(6)《中国公路桥梁荷载》(JTJ001-97)1.3技术标准.设计基准期：10年。.设计安全等级：一级。.荷载等级：汽-超20.设计时速：100km/h。2MIDAS软件建模材料、截面根据工程要求，定义了二种材料，分别为：C50混凝土：选取GB(RC),C50标准自定义混凝土，主要用于主桥箱梁。主要设计参数：强度标准值：fck=35.5MPa,ftk=2.74MPa。强度设计值：fcd=24.4MPa,ftd=1.89MPa。弹性模量：Ec=34554MPa。钢材：选取ASTM定义的1860钢绞线，要设计参数：抗拉强度标准值：fpk=1860MPa。抗拉强度设计值：fpd=1260MPa。弹性模量：Ep=199950MPa。设计截面形式为单箱双室箱梁。梁高定为1.6m,利用spc截面计算特性。主梁截面形式如图2-1。图2-1截面形式节点、单元本桥共取节点85个，，采用对称布置，节点坐标如表3-1,表3-1节点坐标表

节X(cm)Y(cm)Z(cm)节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

本设计采用的是全桥杆系梁单元设计，主桥段分为三跨22.3m+31.3m+22.3m本设计采用的是全桥杆系梁单元设计，主桥段分为三跨22.3m+31.3m+22.3m，共64个单兀，米用对称布置，如图2-2.图2-2梁单元布置边界条件边界条件是给模型加上约束，能更好模拟现实情况。一般支承是约束选定节点的自由度。主桥部分有4个支座，，顺序为1号，2号，3号，4号，其中1,3,4号支座，可以有X方向的水平位移和Y方向的转动，锁住Y和Z方向竖向位移，锁住X和Z方向上的转动。锁住2号支座的水平位移，只保留其Y方向的自由转动。整体边界条件情况如下图3-3示。图2-3边界条件荷载添加恒荷载，预应力荷载，汽车荷载，温度梯度荷载，温度荷载（包括整体升温和整体降温），收缩徐变作用以及支座沉降荷载。自重在静力分析中，求得的自重可使用于整体坐标系的X、丫和Z轴方向。在Z方向里输入一1。MIDAS会使用单元的体积和密度自动计算模型的自重。预应力钢束：依照图纸钢束为（））15.2mmx12钢束截面面积：程序自动计算孔道波纹管直径：简支梁段为55mm。钢筋松弛系数（开），选才iJTG04和0.3（低松弛）预应力钢筋抗拉强度标准值（fpk）:1860N/mm，

预应力钢筋与管道壁的摩擦系数：0.25管道每米局部偏差对摩擦的影响系数：1.5e-006(1/mm)锚具变形、钢筋回缩和接缝压缩值：开始点：6mm结束点：6mm张拉应力：抗拉强度标准值的75%,张拉控制应力1395MPa钢束形状如图2-43F"J,-!士S31-!士3工3F"J,-!士S31-!士3工，即标号强度(fcu,f)，即标号强度(fcu,f)：50N/mmA21和考虑徐变施工阶段2,阶段持续时间：1095图2-4收缩徐变定义时间依存材料：水泥种类系数(Bsc):5(5代表普通硅酸盐水泥)28天龄期混凝土立方体抗压强度标准值混凝土与大气接触时的材龄：ts=3天相对湿度：RH=70%构件理论厚度：程序计算定义施工阶段：定义整体落架施工阶段天(3年)1)整体落架施工阶段1:结构激活：所有结构组材龄：10天边界激活：所有支撑变形前

荷载激活：自重荷载组、预应力荷载组2)考虑徐变施工阶段2:阶段持续时间：1095天移动荷载适用规范：公路工程技术标准(JTGB01-1958)荷载种类：公路I级车道布置依照规范间距偏心布载。车辆荷载组：公路I级车辆荷载工况：最小加载车道数：1,最大加载车道数：4温度荷载整体最高温度为+10C,整体最低温度为-10C。。温度梯度荷载计算桥梁结构由于梯度温度引起的效应时，可采用图3-5所示的竖向温度梯度曲线，其桥面板表面的最高温度错误！未找到引用源。规定见通规，对混凝土结构，当梁高H小于400mm时，图中A=H-100(mm);当梁高H等于或大于400mm时，A=300mm。对带混凝土桥面板得钢结构，A=300mm,t为混凝土桥面板得厚度(mm)。混凝土上部结构和带混凝土桥面板的钢结构的竖向执照反温差为正温差乘以0.5。X弼谑林疆星口支座沉降荷载本算例假定各支座最大沉降为10mm本算例假定各支座最大沉降为10mm3设计截面验算荷载内力图项UMlWlllll皿耻亚皿VrLflOftJ:DJOPO项UMlWlllll皿耻亚皿VrLflOftJ:DJOPO恒荷载弯矩图KID监MlET-PftcXESSOL□■■Ol血BEAJ^DLAG^AH«Wt仅LAHN彦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旧募U/词2fiU录•方电XiOXXHM”的—小QJPQQ钢束一次荷载弯矩图钢束二次荷载弯矩图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:口覆单MAI：也MN.H5：^：jjLSrtift.*¥也iKFRlfr，对科奥耳~/一力电~X：OjOOOzt>uko移动荷载弯矩图支座沉降弯矩图荷载组合cLCBI承载能力相力口00.5SM[1]+1.2(cD)+1.2(cTS)+1.0(cCR)+1.0(cSH)TOC\o"1-5"\h\zcLCB2承载能力相加00.5SM[1]+1.2(cD)+1.2(cTS)+1.0(cCR)+1.0(cSH)+1.4McLCB3承载能力相加00.5SM[1]+1.2(cD)+1.2(cTS)+1.0(cCR)+1.0(cSH)+1.4TPG[1]cLCB4承载能力相加00.5SM[1]+1.2(cD)+1.2(cTS)+1.0(cCR)+1.0(cSH)+1.4TPG[2]cLCB5承载能力相加00.5SM[1]+1.2(cD)+1.2(cTS)+1.0(cCR)+1.0(cSH)+1.4M+1.12TPG[1]cLCB6承载能力相加00.5SM[1]+1.2(cD)+1.2(cTS)+1.0(cCR)+1.0(cSH)+1.4M+1.12TPG[2]cLCB7承载能力相力口00.5SM[1]+1.0(cD)+1.0(cTS)+1.0(cCR)+1.0(cSH)cLCB8承载能力相加00.5SM[1]+1.0(cD)+1.0(cTS)+1.0(cCR)+1.0(cSH)+1.4McLCB9承载能力相加00.5SM[1]+1.0(cD)+1.0(cTS)+1.0(cCR)+1.0(cSH)+1.4TPG[1]cLCB10承载能力相加00.5SM[1]+1.0(cD)+1.0(cTS)+1.0(cCR)+1.0(cSH)+1.4TPG[2]cLCBII承载能力相加00.5SM[1]+1.0(cD)+1.0(cTS)+1.0(cCR)+1.0(cSH)+1.4M+1.12TPG[1]cLCB12承载能力相加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抗裂验算预应力混凝土受弯构件应按下列规定进行正截面和斜截面抗裂验算：截面抗裂验算(1)正截面抗裂应对构件真截面混凝土的拉应力进行验算，并应符合下列要求:全预应力混凝土构件，在作用(或荷载)短期效应组合下预制构件(Tst-0.85(Tpc<0分段浇注或砂浆接缝的纵向分块构件bst-bpc00A类预应力混凝土构件，在作用(或荷载)短期效应组合下0-st-0-pc<0.7ftk但在荷载长期效应组合下0-lt-0-pc<0由midas程序进行正截面验算,验算结果如表3-1单元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.丽]加二色的s6.miM33840sa.eaeo2613$3«eOuBBGO4口加01啊CLC015FX-MINOK421599和F573S4218753075S9142132430755^44213244QQQQ2II3ICLCB15WNQK474643302.3964499402303210245,9934301.5€-27459期4QQQ02JC2ICLCB1&FX-M1NOK421468307.5671餐3000554Q.644S306.72S7495446QQQQQ3啊SC日15FX-MINOK90U3B7430333313Q4J55149.0737302.&110通口737-0.00003中1】cLCB15FX-MINOK.95J277369.331797.3037370.149794d517r368.613S94.4517-0.00004||11|d_CB15FX-M1NOK104.5771171.3153106.2407372J43B1&2.9i35370.3A&61029135-D.000041司(XCB15FX-N1NOK177912553S.2296179.7747弓也2曲176.05Q1176咕tn»0.00005忖CLCB15FX-IUINOK1833347“Z105W1754330131鸵刷7754179771025977©QQQQ5J[12]CLCB15FX-MINQK1S75746544.43W54515061S&.Z93®543.72061S&2936QQQQQe1[12|CLCB15小MINOK1875403544.5140188.8216545229213&.2599S43.7M919&25B9QQQQQ目JI13ICLCB15FX-MINOK190.3700546.0日Q191.5074544l74B0139.1426545.37QD18乳1426-Q.OOOG71131GLCB15FX-MINOK190.3183546.233A191.54*15401911B9.0906545.^-861S9.0906-D.OOOG7J[W)GLCB15FX-MNOK191.575S550.3955192.75签5510528190.3978549.73421M.397B-D.0000a期邮l-UH15FX.-M1NOK191S43155D.47S2192.72115fi11330190.365154。思1的1M3651-D.00008CLC815FX-MINOKl&l9985565.13S1193556祝2190.96945545WP1骊螃$+QQQ0gIL15ICLCB15FX-IM1NOK1920058555.2533193.1^0555孙口1900757554.&K51WB7574QQQQ9J[16]CLCB15两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」网d-CB15FX-M1NOKIM9B473ML白前9l93.Wfi；6SM3B1S他1.的oa563.2722的19908-D.000012marCLC815FX-UOMOK1929B475B8.B2691935S9兆161S1990355B2722191590B

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