[毕业设计 论文 精品]铁路预应力混凝土简支梁桥设计

A1A0A2A311绪论11课题研究意义桥梁是铁路或公路跨越河流，山谷及其它障碍物的建筑物。桥梁的建成使道路保持畅通，为我国国民经济建设发挥了巨大的作用。钢筋混凝土桥具有可塑性强，省钢，耐久性好，维修费用少，噪音少，美观等特点。而简支梁在我国桥梁建设中也应用的非常广泛，因为其具有不受地基条件限制，适用于跨度不大（一般跨径46612CMA37A38A39A404232截面几何特性计算（跨中截面）A41A42A43A42A44A45A46A47A48A49A50A51A52A53A54A55A52A53A53A56TA2CMA53A57A58A59A60A61A62A63A64A65A66YCMA67A68A69A70A71A72A73A74I4CMA68A69A70A75A76A77A78A79A80A81A82YCMA83A67A68A84A67A68A85A86A67A6894859195960480877822610855610053610357129213201274钢绞线重心到下缘距285175475613045MM11A24正截面抗弯强度计算设跨中性轴位于上翼缘内（IXH）由AIYYRBXAR得2YYIAI47113501010513MM116CM3151920ARXHRB（可）00404210130457878CMHX（可）25预应力损失计算251钢丝回缩和分块拼装构件的接缝压缩损失S3钢判锥型锚头每端钢丝回缩及锚头损失变形对跨中的影响为4MM,即20408CML已知钢丝束平均长度A87A88A89A90524480224434224468224308224346224350243902CM11T5S3082010656MPA243902252锚头变形5G2010MPAE，4H3410MPAE钢筋混凝土的弹性模量比5G4H201058823410EE锚固口摩擦损失为K07613501026MPAK00700710267181MPAKKK00795418MPA253摩阻损失S4查表得550，00150K从张拉端至计算截面的管道长度，一般可取半径的平均值，即246123M2X从张拉端至计算截面的长度上钢筋弯起角之和一般可采取各钢丝束的平均和，即52365344510553925105400910696052222400045004500720040801101843RADQ055018430001513301213QKX查表，内插值得，0122011301130121301201142001S4K011429541812107MPA254分批张拉混凝土压缩引起的应力损失S6A91A92A93A946考虑4L截面处的有关数据4L处净截面积为9286CM2,截面重心到梁底的距离为1287CM,对重心轴的惯性矩I5334610,EJ128721410732JS6HYYIJ111COS22ENNNNANNAIYKS3S4S62JKS3S4YYIJ11COS2ENNANAIKS3S4Y2JYJJ111COS2ENNANAI代入有关数据得2Y517847CMAY269541865610974747MPA1011107315895178740983209286533410故S600427747473192MPA255钢筋应力松弛引起的应力损失S2JY1350MPAR传力锚固时，JYY74747MPA05675MPAR，故必须考虑S2又JYY0658775MPAR262运营阶段混凝土正应力2MG1166G15904道，到G9207G8145及线G17347设G3803G12573（481KN/M）G1147G10995的弯矩3MG6454算均G18108G14667G17745G1147G10995的弯矩钢筋G20056G2164G5224力的G2524力3YY1Y640995178493319410ANAA103A104A105A106933331941007654338310A5Y230110111H263569108326107653553737799573510ANMMYEYMYARII26612KG/CM（G2399）HA28剪应力计算运营阶段处检算截面正应力外，尚需检算腹板剪应力由外荷载产生的剪应力为QG923912246632D2405242886KN2QH949QKNGJDH0J0QSQQSBIBI由预应力钢筋弯起产生的剪应力为YJS0YJ0QSQSBIBIA127A128A129A13012其中，YYWYWKS2S3S4S6YWSIN05SINQAASS2S1YW05SINQA梁截面处见应力检算Y9541805373765610931925178470183369194MPAQY053737694517847018338361MPAQ363610102886949010530231039192105265101403MPA780779410780790510为了便于计算，将支点处截面简化成T型截面（见图22）281换算截面特性2020619207807802100199005715178471882509CMA2J0571517847185294CMAA282换算截面对顶部水平线的面积矩预应力筋重心到底部的距离Y132510752825226521452115256136MM56136CM11AY21056136153864CMA86415319978475171522102107831078192620S3317589710CMA131A132A133A132A134A135A136A137A138A139A140A14113换算截面对顶部水平线的面积矩86415319922102107831078192620S3317134710CM283换算截面重心至面顶部水平线的面积矩3017589710934CM1882509YA14202109341166CMYA143净截面重心至面顶部水平线的面积矩3J171347109247CM1852940YA144J21092471175CMYA1457862021012126204936201926201921213230I22136566116199296262021061167862021064790510CM233J1206119220619220692472102067812212I22136565117199262021051177862021064779410CM33021093478210934296199210934561365302310CM2S33J2109247782109247199210924756136526510CM2S3636Y10107753310526510954881053023100589MPA780779410780790510HY500140305890814MPA556MPA9090R不需要配预应力筋A146A147A148A1491429主应力计算桥规主拉应力作为斜裂缝检算的依据2XHYHXHY2ZLHL22HR其中YYJYGDH0HXJ0FI0JJ00Y0NNENMMMEYYKYYAIAIIIYJYJY0DHFF0J0J0HQSQSQSQQKSBIBIBIBI对1/8截面梁肋处YKS3S4S6S2YYW056COSNAA968602354282537378941560923110966518954KN73734Y12YYW056COS69405637372825235409686SSNAAKN34465HX27437346798637346798613043410796928610541310108271010665575465343109582754653434728721010735107155210104135796106310262147647626625112164705530784024HX1076009445312387MPA（压）HX2881245312307PA（压）Y954186561093577056373723540183331326KNQA150A151A152A15315KN9737183302354469373750QY36333HF111166111121645252541033511029394103179101012230541310230566510351290317910433773351101563MPA230541310230566510其主拉应力为2222HXHXZLHFL3073071563222202PA30MPAR为了防止出现沿应力方向的微裂缝，需检查主拉应力。按桥规要求，对截面进行主拉应力检算2HXHYHXHY2ZLHFA0622R对于变截面处HX387MPA由于未配预应力箍筋，故HY0，HF1563MPA22HXHXZLHF22A223873871563442MPA0606315MPA189MPA22R符合要求错误未指定书签。A154A155A156A157163T型桥台设计检算31设计资料1桥跨资料I级铁路，单线，平坡，曲线；2不等跨度216M224M道渣槽钢筋混凝土粱，双侧人行道及栏杆。3设计活载某铁水罐车专用活载4建筑材料顶帽及道渣槽用200钢筋混凝土；5台后填土为渗水土317KN/M6桥台尺寸填土高，基础埋深及有关尺寸见图7其他计算数据梁G990道渣槽等线路设G3803及双侧1G1755G80G4497人行道G18337G18339为4G27G171KG49G18G80混凝土G7529，台顶道渣槽及线路设G3803671N1D1D为桥台G19283度，单G1313，G80。32确定桥台尺寸33荷载计算331竖直恒载3311桥跨恒载压力1N1115676481246137543KN2137543006596403869822KNMNMA158A159A160A161173312桥台自重A162A163A164A165A166A167A168A169A170A171A172A173A174A175A176A177A178A1793A180A181A182A183A184A1793A185A186A187A182A183A188A189A190A191A179A183A192A193A194A187A195KNMA196A197A198A199A20038692982115374A201A202A203A204A160A205A206A198A207A208A20919652345192982