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设计论阐问题 设计资实验 术标 mmmm 设计图论计说书 图纸 ×× 资 — 长毕业设计论开题报 课题义 85m 48m 发 5040 2090m120m125m154m m 1 90+165*3+90 2 85+154+85 3 85+125*3+85 4 84+120*3+84 5 75+120*7+75 6 87*5+87+114*7+87 7 63+111*6+63 8 80+110+80 9 55+100*4+55 10 59+90*7+59 1. 2. 3.T 课题预1、﹅2、﹅85m48m务阶时间 1 9 2 10 3 11-‐12 4 13-‐14 5 15-‐16 6 17 务备1 2 5JTG D62-‐2004 6JTG D60-‐2004 7JT B01-‐2003 8 9 1 2 48m+85m+48m MIDAS 关键 ABSTRACT In this design, according to the topography, and project requirementsaccording to the current highway bridge design specification of prestressed concrete continuous girder bridge forward, Prestressed concrete continuous rigid-‐frame structureXiaChengShi arch bridge three schemes. According to the practical, beautiful, safe, economic and convenient for construction of bridge design principles, structure after the bridge of various final choice of 48m + 85m + 48m prestressed concrete continuous girder bridge design for this recommendation. This design using the dr bridge software analysis the structureaccording to the size of the bridge, the basic model establishment bridge workedthen force analysiscalculation results of reinforcedfor each phase analysis and construction. At the same time, must consider the concrete shrinkage, Creep force times and temperature resultant times factors. The design of prestressed concrete continuous girder bridge is mainly the upper structure design,in the design of the main bridge layout and structure sizeload calculationbridge prestressing tendons estimation and layoutthe loss of prestress and stress of the bridgethe resultant checkedinternal combination calculationsection stress calculation girder. Finally, after analysis shows that the design calculation method of calculating the internal force distribution, reasonable, comply with the design requirements of the task. KEY WORDSSelection schemeContinuous girder bridgeContinuous rigid-‐frame structureArch bridgeStructure analysischecking computation 录 预应连续桥 术标1. 2. 3.15+0.520.5) 4.2% 5.7 6. 7.8cm+8cm 8.2.83923.8 质1 1 ZK1 K53+103 23. 90 10.70 4.50 -‐11.80 -‐23.70 -‐25.38 ZK2 K53+132 23.75 9.65 3.45 -‐10.25 -‐23.45 -‐25.38 ZK3 K53+264 11.99 10.59 -‐4.41 -‐20.11 -‐25.38 ZK4 K53+313 23.96 8.46 6.26 -‐5.54 -‐20.24 -‐25.38 50 :j15 12mm12mm XMOVM 规 桥选构1. 2. 3. 4. 选标 选设计 设计 设计 选 预应连续桥总桥181m2 2 桥 0.50.8 48m+85m+48m 桥1. 1/161/20LL/175m 1/301/55LL/522 m 2.15~18cm20~25cm 200mm250300mm250300mm 25cm25cm70cm,45cm75cm3 3 CM 桥铺8cm8cm16cm 1.5%3.0%,2%, 桥结构桥ASTMA416-‐92-‐2701860Mpa 15.24mm139mm2,1.9105 MpaOVM GB1499-‐91GB1499-‐9112mm12mm 载计桥结构单划 划单则桥单划 181108134 4 桥节划 桥划则 1.2. 3. 4.划1210710854551 1 计 载计11123(801010)GAAAγ=×+×+××2kn/!!kn/m悬浇阶悬浇阶图边拢阶 边龙阶计图拢阶拢阶计图桥铺阶桥铺阶计图 计结. 1cm2cm载计 1 P=1 2 3 载计 1213.6162ccEIflmπ= 2223.6512ccEIflmπ= /cmGg= lm E2/Nm cI4m cm/kgm22/Nsm G/Nm g29.81(/)gms= 1f2f f1.5Hz =0.05 1.5Hzf14Hz =0.1767lnf-‐0.0157 f14Hz =0.45 fHz =1µ0.3157 =2µ0.413 FACTOR=(1+)n 1+ n 虑 载组 2 1.2SG+1.4S`Q1 0.9SG+1.4S`Q1 预应钢钢 JTG D62-‐2004 载极计时满强 1 ∑=0N pdpcdfnAbxfN== ∑=PMM )2/(0xhbxfMcdP−= bfMhhxcdP2200−−= )2/(0xhfAMnpdpP−=