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1、25m简支变连续小箱梁边梁验算报告1、 设计规范与标准1.1 公路工程技术标准 (JTG B01-2003)1.2 公路桥涵设计通用规范 (JTG D60-2004)1.3 公路钢筋混凝土及预应力混凝土桥涵设计规范 (JTG D62-2004)1.4 公路交通安全设施设计规范 (JTG D81-2006)2.5 公路桥涵施工技术规范 (JTJ 041-2000)2、 计算资料2.1 技术指标2.1.1 桥面宽度:全宽26m，横向布置为0.5米防撞护栏+12米行车道+1米防撞护栏+12米行车道+0.5米防撞护栏2.1.2 桥面横坡:双向横坡2%2.1.3 车辆荷载等级:公路-I级2.1.4 环境
2、类别:类2.2 计算参数2.2.1 结构重要性系数:1.12.2.2 相对湿度:80%2.2.3 管道摩擦系数:u=0.25 管道偏差系数:k=0.00152.2.4 钢筋回缩和锚具变形为:一端6mm2.2.5 梯度温度:正负温差按10cm沥青铺装层考虑，T1=14 ，T2=5.52.2.6 支座不均匀沉降5mm2.2.7 计算跨径:25m2.3 主要材料2.3.1 混凝土:小箱梁采用C50混凝土，Ec34500MPa2.3.2 钢绞线:低松弛高强度钢绞线应符合GB/T 5224-2003或ASTM A416-2003的规定。单根钢绞线直径j 15.24mm，钢绞线面积140 mm2， fpk
3、=1860MPa，弹性模量EP=195000 MPa。2.3.3 R235，HRB335钢筋应分别符合GB 13013-1991和GB 1499-98的规定。2.4 施工阶段划分第一阶段吊装预制部分小箱梁；第二阶段浇筑1、3号墩顶湿接缝并张拉相应墩顶负弯矩钢束；第三阶段浇筑2号墩顶湿接缝并张拉相应墩顶负弯矩钢束；第四阶段完成体系转换；第五阶段浇筑桥面铺装层及护栏。2.5 结构外形图3、 计算方法主梁按部分预应力混凝土A类构件设计，其计算采用平面杆系有限元程序，荷载横向分布系数采用刚接板梁法计算。横向分布系数为0.818，结构自振频率为4.5Hz。共划分单元86个，节点87个。4、小箱梁验算4.
4、1 施工阶段正截面砼法向应力验算；单元位置最大/最小验算上翼缘应力(MPa)下翼缘应力(MPa)允许应力 (MPa)3I3最大OK1.14038.996919.2783I3最小OK1.14038.9969-1.5775I5最大OK0.844912.219919.2785I5最小OK0.79912.1978-1.5777I7最大OK0.362513.196919.2787I7最小OK0.362513.1969-1.5779I9最大OK0.45213.179119.2789I9最小OK0.45213.1791-1.57711I11最大OK0.488913.147919.27811I11最小OK0.
5、488913.1479-1.57713I13最大OK0.235913.477219.27813I13最小OK0.235913.4772-1.57715I15最大OK2.482612.413419.27815I15最小OK1.159311.7527-1.57717I17最大OK6.141911.181819.27817I17最小OK1.849310.3694-1.57727I27最大OK2.378610.726719.27827I27最小OK2.20088.0759-1.57729I29最大OK2.713710.328519.27829I29最小OK1.52279.4677-1.57731I31
6、最大OK0.337211.663919.27831I31最小OK0.337211.6639-1.57733I33最大OK0.420611.614119.27833I33最小OK0.420611.6141-1.57735I35最大OK0.339911.660319.27835I35最小OK0.339911.6603-1.57737I37最大OK2.762710.303819.27837I37最小OK1.52549.4623-1.57739I39最大OK6.78568.437619.27839I39最小OK2.22858.0662-1.57749I49最大OK3.02219.559419.2784
7、9I49最小OK2.20088.0759-1.57751I51最大OK2.725410.309319.27851I51最小OK1.52279.4677-1.57753I53最大OK0.342811.654719.27853I53最小OK0.342811.6547-1.57755I55最大OK0.420511.614319.27855I55最小OK0.420511.6143-1.57757I57最大OK0.33411.669919.27857I57最小OK0.33411.6699-1.57759I59最大OK2.750810.323519.27859I59最小OK1.52549.4623-1.5
8、7761I61最大OK6.15899.598419.27861I61最小OK2.22858.0662-1.57771I71最大OK2.382112.283419.27871I71最小OK1.825310.3758-1.57773I73最大OK2.448412.412419.27873I73最小OK1.159411.7522-1.57775I75最大OK0.241813.466719.27875I75最小OK0.241813.4667-1.57777I77最大OK0.493713.139119.27877I77最小OK0.493713.1391-1.57779I79最大OK0.455513.17
9、419.27879I79最小OK0.455513.174-1.57781I81最大OK0.364913.193719.27881I81最小OK0.364913.1937-1.57783I83最大OK0.844912.220619.27883I83最小OK0.800312.1964-1.5774.2受拉区预应力钢筋的应力验算钢束验算施工阶段预应力筋应力(MPa)使用阶段预应力筋应力(MPa)控制张拉应力(MPa)使用阶段容许应力(MPa)边1-1OK1257.19451192.32313951209边1-2OK1249.35961188.03713951209边1-3OK1241.6754118
10、3.89513951209边1-4OK1259.15161180.47213951209边2-1OK1257.17471192.30113951209边2-2OK1249.29631188.01713951209边2-3OK1241.73371183.97313951209边2-4OK1259.07751180.313951209负1-1OK1227.83171146.58513951209负1-2NG1311.11391212.60413951209负2-1OK1227.83171145.32913951209负2-2NG1311.11391211.34913951209负3-1OK1227
11、.83171146.71613951209负3-2NG1311.11391212.73613951209中1-1OK1261.36631198.28213951209中1-2OK1253.43871193.21613951209中1-3OK1245.96641188.62513951209中1-4OK1257.3561180.43113951209中2-1OK1261.36631198.28913951209中2-2OK1253.43871193.22413951209中2-3OK1245.96641188.63413951209中2-4OK1257.35591180.44139512094.3持久状况正常使用极限状态正截面A类预应力构件抗裂验算；单元位置短/长验算上翼缘应力(MPa)下翼缘应力(MPa)允许应力(MPa)3I3长期OK1.13828.296103I3短期OK0.03798.0844-1.8555I5长期OK1.97129.220805I5短期OK0.7319.3101-1.8557I7长期OK2.31198.903707I7短期OK0.89119.3146-1.8559I9短期OK1.20718.9703-1.8559I9长期OK2.80588.24220
