墩柱模板计算书-midascivil.pdf

《墩柱模板计算书-midascivil.pdf》由会员分享，可在线阅读，更多相关《墩柱模板计算书-midascivil.pdf（16页珍藏版）》请在淘文阁 - 分享文档赚钱的网站上搜索。

1、附件四墩柱模板计算书一、计算依据1、铁路桥涵设计基本规范(TB10002.1-2005)2、客运专线铁路桥涵工程施工技术指南(TZ213-2005)3、铁路混凝土与砌体工程施工规范(TB10210-2001)4、钢筋混凝土工程施工及验收规范(GBJ204-83)5、铁路组合钢模板技术规则(TBJ211-86)6、铁路桥梁钢结构设计规范(TB10002.2-2005)7、铁路桥涵施工规范(TB10203-2002)8、京沪高速铁路设计暂行规定(铁建设 2004)9、钢结构设计规范(GB50017 2003)二、设计参数取值及要求1、混凝土容重：25kN/m3；2、混凝土浇注速度：2m/h；3、浇

2、注温度：15；4、混凝土塌落度：1618cm；5、混凝土外加剂影响系数取1.2；6、最大墩高 17.5m；7、设计风力：8 级风；8、模板整体安装完成后，混凝土泵送一次性浇注。三、荷载计算1、新浇混凝土对模板侧向压力计算混凝土作用于模板的侧压力，根据测定，随混凝土的浇筑高度而增加，当浇筑高度达到某一临界时，侧压力就不再增加，此时的侧压力即为新浇筑混凝土的最大侧压力。侧压力达到最大值的浇筑高度称为混凝土的有效压头。新浇混凝土对模板侧向压力分布见图1。附件四图 1 新浇混凝土对模板侧向压力分布图在铁路混凝土与砌体工程施工规范(TB10210-2001)中规定，新浇混凝土对模板侧向压力按下式计算：在

3、钢筋混凝土工程施工及验收规范(GBJ204-83)中规定，新浇混凝土对模板侧向压力按下式计算：新浇混凝土对模板侧向压力按下式计算：Pmax=0.22 t0K1K2V1/2Pmax=h 式中：Pmax-新浇筑混凝土对模板的最大侧压力（kN/m2）-混凝土的重力密度（kN/m3）取 25kN/m3 t0-新浇混凝土的初凝时间（h）；V-混凝土的浇灌速度（m/h）;取 2m/h h-有效压头高度；H-混凝土浇筑层(在水泥初凝时间以内)的厚度(m)；K1-外加剂影响修正系数，掺外加剂时取1.2；K2-混凝土塌落度影响系数，当塌落度小于 30mm 时，取 0.85；5090mm 时，取 1；110150

4、mm 时，取 1.15。Pmax=0.22 t0K1K2V1/2=0.22 25 8 1.2 1.15 21/2=85.87 kN/m2 h=Pmax/=87.87/25=3.43m 由计算比较可知：以上两种规范差别较大，为安全起见，取大值作为max7272240kPa1.621.6P文档编码:CM9X1E4P4H6 HB6B8A8F4K7 ZH9S4H3D2C4文档编码:CM9X1E4P4H6 HB6B8A8F4K7 ZH9S4H3D2C4文档编码:CM9X1E4P4H6 HB6B8A8F4K7 ZH9S4H3D2C4文档编码:CM9X1E4P4H6 HB6B8A8F4K7 ZH9S4H3D

5、2C4文档编码:CM9X1E4P4H6 HB6B8A8F4K7 ZH9S4H3D2C4文档编码:CM9X1E4P4H6 HB6B8A8F4K7 ZH9S4H3D2C4文档编码:CM9X1E4P4H6 HB6B8A8F4K7 ZH9S4H3D2C4文档编码:CM9X1E4P4H6 HB6B8A8F4K7 ZH9S4H3D2C4文档编码:CM9X1E4P4H6 HB6B8A8F4K7 ZH9S4H3D2C4文档编码:CM9X1E4P4H6 HB6B8A8F4K7 ZH9S4H3D2C4文档编码:CM9X1E4P4H6 HB6B8A8F4K7 ZH9S4H3D2C4文档编码:CM9X1E4P4H6

6、HB6B8A8F4K7 ZH9S4H3D2C4文档编码:CM9X1E4P4H6 HB6B8A8F4K7 ZH9S4H3D2C4文档编码:CM9X1E4P4H6 HB6B8A8F4K7 ZH9S4H3D2C4文档编码:CM9X1E4P4H6 HB6B8A8F4K7 ZH9S4H3D2C4文档编码:CM9X1E4P4H6 HB6B8A8F4K7 ZH9S4H3D2C4文档编码:CM9X1E4P4H6 HB6B8A8F4K7 ZH9S4H3D2C4文档编码:CM9X1E4P4H6 HB6B8A8F4K7 ZH9S4H3D2C4文档编码:CM9X1E4P4H6 HB6B8A8F4K7 ZH9S4H3D

7、2C4文档编码:CM9X1E4P4H6 HB6B8A8F4K7 ZH9S4H3D2C4文档编码:CM9X1E4P4H6 HB6B8A8F4K7 ZH9S4H3D2C4文档编码:CM9X1E4P4H6 HB6B8A8F4K7 ZH9S4H3D2C4文档编码:CM9X1E4P4H6 HB6B8A8F4K7 ZH9S4H3D2C4文档编码:CM9X1E4P4H6 HB6B8A8F4K7 ZH9S4H3D2C4文档编码:CM9X1E4P4H6 HB6B8A8F4K7 ZH9S4H3D2C4文档编码:CM9X1E4P4H6 HB6B8A8F4K7 ZH9S4H3D2C4文档编码:CM9X1E4P4H6

8、HB6B8A8F4K7 ZH9S4H3D2C4文档编码:CM9X1E4P4H6 HB6B8A8F4K7 ZH9S4H3D2C4文档编码:CM9X1E4P4H6 HB6B8A8F4K7 ZH9S4H3D2C4文档编码:CM9X1E4P4H6 HB6B8A8F4K7 ZH9S4H3D2C4文档编码:CM9X1E4P4H6 HB6B8A8F4K7 ZH9S4H3D2C4文档编码:CM9X1E4P4H6 HB6B8A8F4K7 ZH9S4H3D2C4文档编码:CM9X1E4P4H6 HB6B8A8F4K7 ZH9S4H3D2C4文档编码:CM9X1E4P4H6 HB6B8A8F4K7 ZH9S4H3D

9、2C4文档编码:CM9X1E4P4H6 HB6B8A8F4K7 ZH9S4H3D2C4文档编码:CM9X1E4P4H6 HB6B8A8F4K7 ZH9S4H3D2C4文档编码:CM9X1E4P4H6 HB6B8A8F4K7 ZH9S4H3D2C4文档编码:CM9X1E4P4H6 HB6B8A8F4K7 ZH9S4H3D2C4文档编码:CM9X1E4P4H6 HB6B8A8F4K7 ZH9S4H3D2C4文档编码:CM9X1E4P4H6 HB6B8A8F4K7 ZH9S4H3D2C4文档编码:CM9X1E4P4H6 HB6B8A8F4K7 ZH9S4H3D2C4文档编码:CM9X1E4P4H6

10、HB6B8A8F4K7 ZH9S4H3D2C4文档编码:CM9X1E4P4H6 HB6B8A8F4K7 ZH9S4H3D2C4文档编码:CM9X1E4P4H6 HB6B8A8F4K7 ZH9S4H3D2C4文档编码:CM9X1E4P4H6 HB6B8A8F4K7 ZH9S4H3D2C4文档编码:CM9X1E4P4H6 HB6B8A8F4K7 ZH9S4H3D2C4文档编码:CM9X1E4P4H6 HB6B8A8F4K7 ZH9S4H3D2C4文档编码:CM9X1E4P4H6 HB6B8A8F4K7 ZH9S4H3D2C4附件四设计计算的依据。2、风荷载计算风荷载强度按下式计算：W=K1K2K3

11、W0 W-风荷载强度(Pa)；W0-基本风压值(Pa)，8 级风风速 v=17.2 20.7m/s；K1-风载体形系数，取K1=0.8；K2-风压高度变化系数，取K2=1；K3-地形、地理条件系数，取K3=1；W=K1K2K3W0=0.8 267.8=214.2Pa 桥墩受风面积按桥墩实际轮廓面积计算。3、倾倒混凝土时产生的荷载取4kN/m2。四、荷载组合墩身模板设计考虑了以下荷载；新浇注混凝土对侧面模板的压力 倾倒混凝土时产生的荷载 风荷载荷载组合 1：+（用于模板强度计算）荷载组合 2：（用于模板刚度计算）五、计算模型及结果采用有限元软件midas6.7.1 进行建模分析，其中模板面板采用

12、4 节点薄板单元模拟，横肋、竖肋及大背楞采用空间梁单元模拟，拉筋采用只受拉的杆单元模拟。模板杆件规格见下表：201W1.6V22011W20.7267.8Pa1.61.6V文档编码:CM9X1E4P4H6 HB6B8A8F4K7 ZH9S4H3D2C4文档编码:CM9X1E4P4H6 HB6B8A8F4K7 ZH9S4H3D2C4文档编码:CM9X1E4P4H6 HB6B8A8F4K7 ZH9S4H3D2C4文档编码:CM9X1E4P4H6 HB6B8A8F4K7 ZH9S4H3D2C4文档编码:CM9X1E4P4H6 HB6B8A8F4K7 ZH9S4H3D2C4文档编码:CM9X1E4P4

13、H6 HB6B8A8F4K7 ZH9S4H3D2C4文档编码:CM9X1E4P4H6 HB6B8A8F4K7 ZH9S4H3D2C4文档编码:CM9X1E4P4H6 HB6B8A8F4K7 ZH9S4H3D2C4文档编码:CM9X1E4P4H6 HB6B8A8F4K7 ZH9S4H3D2C4文档编码:CM9X1E4P4H6 HB6B8A8F4K7 ZH9S4H3D2C4文档编码:CM9X1E4P4H6 HB6B8A8F4K7 ZH9S4H3D2C4文档编码:CM9X1E4P4H6 HB6B8A8F4K7 ZH9S4H3D2C4文档编码:CM9X1E4P4H6 HB6B8A8F4K7 ZH9S4

14、H3D2C4文档编码:CM9X1E4P4H6 HB6B8A8F4K7 ZH9S4H3D2C4文档编码:CM9X1E4P4H6 HB6B8A8F4K7 ZH9S4H3D2C4文档编码:CM9X1E4P4H6 HB6B8A8F4K7 ZH9S4H3D2C4文档编码:CM9X1E4P4H6 HB6B8A8F4K7 ZH9S4H3D2C4文档编码:CM9X1E4P4H6 HB6B8A8F4K7 ZH9S4H3D2C4文档编码:CM9X1E4P4H6 HB6B8A8F4K7 ZH9S4H3D2C4文档编码:CM9X1E4P4H6 HB6B8A8F4K7 ZH9S4H3D2C4文档编码:CM9X1E4P4

15、H6 HB6B8A8F4K7 ZH9S4H3D2C4文档编码:CM9X1E4P4H6 HB6B8A8F4K7 ZH9S4H3D2C4文档编码:CM9X1E4P4H6 HB6B8A8F4K7 ZH9S4H3D2C4文档编码:CM9X1E4P4H6 HB6B8A8F4K7 ZH9S4H3D2C4文档编码:CM9X1E4P4H6 HB6B8A8F4K7 ZH9S4H3D2C4文档编码:CM9X1E4P4H6 HB6B8A8F4K7 ZH9S4H3D2C4文档编码:CM9X1E4P4H6 HB6B8A8F4K7 ZH9S4H3D2C4文档编码:CM9X1E4P4H6 HB6B8A8F4K7 ZH9S4

16、H3D2C4文档编码:CM9X1E4P4H6 HB6B8A8F4K7 ZH9S4H3D2C4文档编码:CM9X1E4P4H6 HB6B8A8F4K7 ZH9S4H3D2C4文档编码:CM9X1E4P4H6 HB6B8A8F4K7 ZH9S4H3D2C4文档编码:CM9X1E4P4H6 HB6B8A8F4K7 ZH9S4H3D2C4文档编码:CM9X1E4P4H6 HB6B8A8F4K7 ZH9S4H3D2C4文档编码:CM9X1E4P4H6 HB6B8A8F4K7 ZH9S4H3D2C4文档编码:CM9X1E4P4H6 HB6B8A8F4K7 ZH9S4H3D2C4文档编码:CM9X1E4P4

17、H6 HB6B8A8F4K7 ZH9S4H3D2C4文档编码:CM9X1E4P4H6 HB6B8A8F4K7 ZH9S4H3D2C4文档编码:CM9X1E4P4H6 HB6B8A8F4K7 ZH9S4H3D2C4文档编码:CM9X1E4P4H6 HB6B8A8F4K7 ZH9S4H3D2C4文档编码:CM9X1E4P4H6 HB6B8A8F4K7 ZH9S4H3D2C4文档编码:CM9X1E4P4H6 HB6B8A8F4K7 ZH9S4H3D2C4文档编码:CM9X1E4P4H6 HB6B8A8F4K7 ZH9S4H3D2C4文档编码:CM9X1E4P4H6 HB6B8A8F4K7 ZH9S4

18、H3D2C4文档编码:CM9X1E4P4H6 HB6B8A8F4K7 ZH9S4H3D2C4文档编码:CM9X1E4P4H6 HB6B8A8F4K7 ZH9S4H3D2C4文档编码:CM9X1E4P4H6 HB6B8A8F4K7 ZH9S4H3D2C4文档编码:CM9X1E4P4H6 HB6B8A8F4K7 ZH9S4H3D2C4文档编码:CM9X1E4P4H6 HB6B8A8F4K7 ZH9S4H3D2C4附件四表 1 模板杆件规格杆件型号材质面板6mm 厚钢板Q235 法兰14mm 厚钢板Q235 拉筋直径 25mm 精扎螺纹钢竖肋10 号槽钢Q235 横肋10mm 厚钢板Q235 大背楞

19、25 号双拼槽钢Q235 1、墩帽模板计算（墩身厚2.8m）1）有限元模型墩帽模板有限元模型见图2图 3。墩帽模板中间流水槽处设一道水平拉筋，顶部高出混凝土面100mm 处顺桥长方向设 4 道水平拉筋。立面侧面平面图 2 墩帽模板有限元网格模型图 3 墩帽模板三维有限元模型文档编码:CM9X1E4P4H6 HB6B8A8F4K7 ZH9S4H3D2C4文档编码:CM9X1E4P4H6 HB6B8A8F4K7 ZH9S4H3D2C4文档编码:CM9X1E4P4H6 HB6B8A8F4K7 ZH9S4H3D2C4文档编码:CM9X1E4P4H6 HB6B8A8F4K7 ZH9S4H3D2C4文档编

20、码:CM9X1E4P4H6 HB6B8A8F4K7 ZH9S4H3D2C4文档编码:CM9X1E4P4H6 HB6B8A8F4K7 ZH9S4H3D2C4文档编码:CM9X1E4P4H6 HB6B8A8F4K7 ZH9S4H3D2C4文档编码:CM9X1E4P4H6 HB6B8A8F4K7 ZH9S4H3D2C4文档编码:CM9X1E4P4H6 HB6B8A8F4K7 ZH9S4H3D2C4文档编码:CM9X1E4P4H6 HB6B8A8F4K7 ZH9S4H3D2C4文档编码:CM9X1E4P4H6 HB6B8A8F4K7 ZH9S4H3D2C4文档编码:CM9X1E4P4H6 HB6B8A

21、8F4K7 ZH9S4H3D2C4文档编码:CM9X1E4P4H6 HB6B8A8F4K7 ZH9S4H3D2C4文档编码:CM9X1E4P4H6 HB6B8A8F4K7 ZH9S4H3D2C4文档编码:CM9X1E4P4H6 HB6B8A8F4K7 ZH9S4H3D2C4文档编码:CM9X1E4P4H6 HB6B8A8F4K7 ZH9S4H3D2C4文档编码:CM9X1E4P4H6 HB6B8A8F4K7 ZH9S4H3D2C4文档编码:CM9X1E4P4H6 HB6B8A8F4K7 ZH9S4H3D2C4文档编码:CM9X1E4P4H6 HB6B8A8F4K7 ZH9S4H3D2C4文档编

22、码:CM9X1E4P4H6 HB6B8A8F4K7 ZH9S4H3D2C4文档编码:CM9X1E4P4H6 HB6B8A8F4K7 ZH9S4H3D2C4文档编码:CM9X1E4P4H6 HB6B8A8F4K7 ZH9S4H3D2C4文档编码:CM9X1E4P4H6 HB6B8A8F4K7 ZH9S4H3D2C4文档编码:CM9X1E4P4H6 HB6B8A8F4K7 ZH9S4H3D2C4文档编码:CM9X1E4P4H6 HB6B8A8F4K7 ZH9S4H3D2C4文档编码:CM9X1E4P4H6 HB6B8A8F4K7 ZH9S4H3D2C4文档编码:CM9X1E4P4H6 HB6B8A

23、8F4K7 ZH9S4H3D2C4文档编码:CM9X1E4P4H6 HB6B8A8F4K7 ZH9S4H3D2C4文档编码:CM9X1E4P4H6 HB6B8A8F4K7 ZH9S4H3D2C4文档编码:CM9X1E4P4H6 HB6B8A8F4K7 ZH9S4H3D2C4文档编码:CM9X1E4P4H6 HB6B8A8F4K7 ZH9S4H3D2C4文档编码:CM9X1E4P4H6 HB6B8A8F4K7 ZH9S4H3D2C4文档编码:CM9X1E4P4H6 HB6B8A8F4K7 ZH9S4H3D2C4文档编码:CM9X1E4P4H6 HB6B8A8F4K7 ZH9S4H3D2C4文档编

24、码:CM9X1E4P4H6 HB6B8A8F4K7 ZH9S4H3D2C4文档编码:CM9X1E4P4H6 HB6B8A8F4K7 ZH9S4H3D2C4文档编码:CM9X1E4P4H6 HB6B8A8F4K7 ZH9S4H3D2C4文档编码:CM9X1E4P4H6 HB6B8A8F4K7 ZH9S4H3D2C4文档编码:CM9X1E4P4H6 HB6B8A8F4K7 ZH9S4H3D2C4文档编码:CM9X1E4P4H6 HB6B8A8F4K7 ZH9S4H3D2C4文档编码:CM9X1E4P4H6 HB6B8A8F4K7 ZH9S4H3D2C4文档编码:CM9X1E4P4H6 HB6B8A

25、8F4K7 ZH9S4H3D2C4文档编码:CM9X1E4P4H6 HB6B8A8F4K7 ZH9S4H3D2C4文档编码:CM9X1E4P4H6 HB6B8A8F4K7 ZH9S4H3D2C4文档编码:CM9X1E4P4H6 HB6B8A8F4K7 ZH9S4H3D2C4文档编码:CM9X1E4P4H6 HB6B8A8F4K7 ZH9S4H3D2C4文档编码:CM9X1E4P4H6 HB6B8A8F4K7 ZH9S4H3D2C4文档编码:CM9X1E4P4H6 HB6B8A8F4K7 ZH9S4H3D2C4附件四2）大背楞强度计算大背楞采用 3 槽 25a，在荷载组合 1 作用下应力见图 4

26、。图 4 大背楞应力图max71MPa140MPa，强度满足。3）纵、横肋强度计算墩帽模板纵横肋采用100 10mm 钢板，其在荷载组合一作用下应力见图 5。图 5 纵、横肋应力图max58MPa140MPa，强度满足。4）面板强度计算墩帽模板面板采用6mm 钢板，其在荷载组合一作用下应力见图6。文档编码:CM9X1E4P4H6 HB6B8A8F4K7 ZH9S4H3D2C4文档编码:CM9X1E4P4H6 HB6B8A8F4K7 ZH9S4H3D2C4文档编码:CM9X1E4P4H6 HB6B8A8F4K7 ZH9S4H3D2C4文档编码:CM9X1E4P4H6 HB6B8A8F4K7 ZH

27、9S4H3D2C4文档编码:CM9X1E4P4H6 HB6B8A8F4K7 ZH9S4H3D2C4文档编码:CM9X1E4P4H6 HB6B8A8F4K7 ZH9S4H3D2C4文档编码:CM9X1E4P4H6 HB6B8A8F4K7 ZH9S4H3D2C4文档编码:CM9X1E4P4H6 HB6B8A8F4K7 ZH9S4H3D2C4文档编码:CM9X1E4P4H6 HB6B8A8F4K7 ZH9S4H3D2C4文档编码:CM9X1E4P4H6 HB6B8A8F4K7 ZH9S4H3D2C4文档编码:CM9X1E4P4H6 HB6B8A8F4K7 ZH9S4H3D2C4文档编码:CM9X1E

28、4P4H6 HB6B8A8F4K7 ZH9S4H3D2C4文档编码:CM9X1E4P4H6 HB6B8A8F4K7 ZH9S4H3D2C4文档编码:CM9X1E4P4H6 HB6B8A8F4K7 ZH9S4H3D2C4文档编码:CM9X1E4P4H6 HB6B8A8F4K7 ZH9S4H3D2C4文档编码:CM9X1E4P4H6 HB6B8A8F4K7 ZH9S4H3D2C4文档编码:CM9X1E4P4H6 HB6B8A8F4K7 ZH9S4H3D2C4文档编码:CM9X1E4P4H6 HB6B8A8F4K7 ZH9S4H3D2C4文档编码:CM9X1E4P4H6 HB6B8A8F4K7 ZH

29、9S4H3D2C4文档编码:CM9X1E4P4H6 HB6B8A8F4K7 ZH9S4H3D2C4文档编码:CM9X1E4P4H6 HB6B8A8F4K7 ZH9S4H3D2C4文档编码:CM9X1E4P4H6 HB6B8A8F4K7 ZH9S4H3D2C4文档编码:CM9X1E4P4H6 HB6B8A8F4K7 ZH9S4H3D2C4文档编码:CM9X1E4P4H6 HB6B8A8F4K7 ZH9S4H3D2C4文档编码:CM9X1E4P4H6 HB6B8A8F4K7 ZH9S4H3D2C4文档编码:CM9X1E4P4H6 HB6B8A8F4K7 ZH9S4H3D2C4文档编码:CM9X1E

30、4P4H6 HB6B8A8F4K7 ZH9S4H3D2C4文档编码:CM9X1E4P4H6 HB6B8A8F4K7 ZH9S4H3D2C4文档编码:CM9X1E4P4H6 HB6B8A8F4K7 ZH9S4H3D2C4文档编码:CM9X1E4P4H6 HB6B8A8F4K7 ZH9S4H3D2C4文档编码:CM9X1E4P4H6 HB6B8A8F4K7 ZH9S4H3D2C4文档编码:CM9X1E4P4H6 HB6B8A8F4K7 ZH9S4H3D2C4文档编码:CM9X1E4P4H6 HB6B8A8F4K7 ZH9S4H3D2C4文档编码:CM9X1E4P4H6 HB6B8A8F4K7 ZH

31、9S4H3D2C4文档编码:CM9X1E4P4H6 HB6B8A8F4K7 ZH9S4H3D2C4文档编码:CM9X1E4P4H6 HB6B8A8F4K7 ZH9S4H3D2C4文档编码:CM9X1E4P4H6 HB6B8A8F4K7 ZH9S4H3D2C4文档编码:CM9X1E4P4H6 HB6B8A8F4K7 ZH9S4H3D2C4文档编码:CM9X1E4P4H6 HB6B8A8F4K7 ZH9S4H3D2C4文档编码:CM9X1E4P4H6 HB6B8A8F4K7 ZH9S4H3D2C4文档编码:CM9X1E4P4H6 HB6B8A8F4K7 ZH9S4H3D2C4文档编码:CM9X1E

32、4P4H6 HB6B8A8F4K7 ZH9S4H3D2C4文档编码:CM9X1E4P4H6 HB6B8A8F4K7 ZH9S4H3D2C4文档编码:CM9X1E4P4H6 HB6B8A8F4K7 ZH9S4H3D2C4文档编码:CM9X1E4P4H6 HB6B8A8F4K7 ZH9S4H3D2C4文档编码:CM9X1E4P4H6 HB6B8A8F4K7 ZH9S4H3D2C4文档编码:CM9X1E4P4H6 HB6B8A8F4K7 ZH9S4H3D2C4文档编码:CM9X1E4P4H6 HB6B8A8F4K7 ZH9S4H3D2C4附件四图 6 面板应力图max24MPa140MPa，强度满足

33、。5）顶帽模板刚度计算在荷载组合 2 作用下各节点位移见图7。图 7 节点位移图从图中看出，模板在荷载组合 2 作用下最大位移为2mm，为顺桥方向。6）拉杆强度计算拉杆采用25 精扎螺纹钢筋，在模板中间流水槽位置水平设一道，高度方向设 3 层。通过计算可知，如只设一道拉杆，其最大拉应力为284MPa，只能采文档编码:CM9X1E4P4H6 HB6B8A8F4K7 ZH9S4H3D2C4文档编码:CM9X1E4P4H6 HB6B8A8F4K7 ZH9S4H3D2C4文档编码:CM9X1E4P4H6 HB6B8A8F4K7 ZH9S4H3D2C4文档编码:CM9X1E4P4H6 HB6B8A8F4

34、K7 ZH9S4H3D2C4文档编码:CM9X1E4P4H6 HB6B8A8F4K7 ZH9S4H3D2C4文档编码:CM9X1E4P4H6 HB6B8A8F4K7 ZH9S4H3D2C4文档编码:CM9X1E4P4H6 HB6B8A8F4K7 ZH9S4H3D2C4文档编码:CM9X1E4P4H6 HB6B8A8F4K7 ZH9S4H3D2C4文档编码:CM9X1E4P4H6 HB6B8A8F4K7 ZH9S4H3D2C4文档编码:CM9X1E4P4H6 HB6B8A8F4K7 ZH9S4H3D2C4文档编码:CM9X1E4P4H6 HB6B8A8F4K7 ZH9S4H3D2C4文档编码:C

35、M9X1E4P4H6 HB6B8A8F4K7 ZH9S4H3D2C4文档编码:CM9X1E4P4H6 HB6B8A8F4K7 ZH9S4H3D2C4文档编码:CM9X1E4P4H6 HB6B8A8F4K7 ZH9S4H3D2C4文档编码:CM9X1E4P4H6 HB6B8A8F4K7 ZH9S4H3D2C4文档编码:CM9X1E4P4H6 HB6B8A8F4K7 ZH9S4H3D2C4文档编码:CM9X1E4P4H6 HB6B8A8F4K7 ZH9S4H3D2C4文档编码:CM9X1E4P4H6 HB6B8A8F4K7 ZH9S4H3D2C4文档编码:CM9X1E4P4H6 HB6B8A8F4

36、K7 ZH9S4H3D2C4文档编码:CM9X1E4P4H6 HB6B8A8F4K7 ZH9S4H3D2C4文档编码:CM9X1E4P4H6 HB6B8A8F4K7 ZH9S4H3D2C4文档编码:CM9X1E4P4H6 HB6B8A8F4K7 ZH9S4H3D2C4文档编码:CM9X1E4P4H6 HB6B8A8F4K7 ZH9S4H3D2C4文档编码:CM9X1E4P4H6 HB6B8A8F4K7 ZH9S4H3D2C4文档编码:CM9X1E4P4H6 HB6B8A8F4K7 ZH9S4H3D2C4文档编码:CM9X1E4P4H6 HB6B8A8F4K7 ZH9S4H3D2C4文档编码:C

37、M9X1E4P4H6 HB6B8A8F4K7 ZH9S4H3D2C4文档编码:CM9X1E4P4H6 HB6B8A8F4K7 ZH9S4H3D2C4文档编码:CM9X1E4P4H6 HB6B8A8F4K7 ZH9S4H3D2C4文档编码:CM9X1E4P4H6 HB6B8A8F4K7 ZH9S4H3D2C4文档编码:CM9X1E4P4H6 HB6B8A8F4K7 ZH9S4H3D2C4文档编码:CM9X1E4P4H6 HB6B8A8F4K7 ZH9S4H3D2C4文档编码:CM9X1E4P4H6 HB6B8A8F4K7 ZH9S4H3D2C4文档编码:CM9X1E4P4H6 HB6B8A8F4

38、K7 ZH9S4H3D2C4文档编码:CM9X1E4P4H6 HB6B8A8F4K7 ZH9S4H3D2C4文档编码:CM9X1E4P4H6 HB6B8A8F4K7 ZH9S4H3D2C4文档编码:CM9X1E4P4H6 HB6B8A8F4K7 ZH9S4H3D2C4文档编码:CM9X1E4P4H6 HB6B8A8F4K7 ZH9S4H3D2C4文档编码:CM9X1E4P4H6 HB6B8A8F4K7 ZH9S4H3D2C4文档编码:CM9X1E4P4H6 HB6B8A8F4K7 ZH9S4H3D2C4文档编码:CM9X1E4P4H6 HB6B8A8F4K7 ZH9S4H3D2C4文档编码:C

39、M9X1E4P4H6 HB6B8A8F4K7 ZH9S4H3D2C4文档编码:CM9X1E4P4H6 HB6B8A8F4K7 ZH9S4H3D2C4文档编码:CM9X1E4P4H6 HB6B8A8F4K7 ZH9S4H3D2C4文档编码:CM9X1E4P4H6 HB6B8A8F4K7 ZH9S4H3D2C4文档编码:CM9X1E4P4H6 HB6B8A8F4K7 ZH9S4H3D2C4文档编码:CM9X1E4P4H6 HB6B8A8F4K7 ZH9S4H3D2C4文档编码:CM9X1E4P4H6 HB6B8A8F4K7 ZH9S4H3D2C4附件四用精扎螺纹钢。如设二道拉杆，其最大拉应力为17

40、7MPa。图 8 拉杆应力图2、墩帽模板计算（墩身厚2m）1）有限元模型墩帽模板有限元模型见图9图 10。墩帽模板中间流水槽处设一道水平拉筋，顶部高出混凝土面100mm 处顺桥长方向设 4 道水平拉筋。立面侧面平面图 9 墩帽模板有限元网格模型文档编码:CM9X1E4P4H6 HB6B8A8F4K7 ZH9S4H3D2C4文档编码:CM9X1E4P4H6 HB6B8A8F4K7 ZH9S4H3D2C4文档编码:CM9X1E4P4H6 HB6B8A8F4K7 ZH9S4H3D2C4文档编码:CM9X1E4P4H6 HB6B8A8F4K7 ZH9S4H3D2C4文档编码:CM9X1E4P4H6 H

41、B6B8A8F4K7 ZH9S4H3D2C4文档编码:CM9X1E4P4H6 HB6B8A8F4K7 ZH9S4H3D2C4文档编码:CM9X1E4P4H6 HB6B8A8F4K7 ZH9S4H3D2C4文档编码:CM9X1E4P4H6 HB6B8A8F4K7 ZH9S4H3D2C4文档编码:CM9X1E4P4H6 HB6B8A8F4K7 ZH9S4H3D2C4文档编码:CM9X1E4P4H6 HB6B8A8F4K7 ZH9S4H3D2C4文档编码:CM9X1E4P4H6 HB6B8A8F4K7 ZH9S4H3D2C4文档编码:CM9X1E4P4H6 HB6B8A8F4K7 ZH9S4H3D2

42、C4文档编码:CM9X1E4P4H6 HB6B8A8F4K7 ZH9S4H3D2C4文档编码:CM9X1E4P4H6 HB6B8A8F4K7 ZH9S4H3D2C4文档编码:CM9X1E4P4H6 HB6B8A8F4K7 ZH9S4H3D2C4文档编码:CM9X1E4P4H6 HB6B8A8F4K7 ZH9S4H3D2C4文档编码:CM9X1E4P4H6 HB6B8A8F4K7 ZH9S4H3D2C4文档编码:CM9X1E4P4H6 HB6B8A8F4K7 ZH9S4H3D2C4文档编码:CM9X1E4P4H6 HB6B8A8F4K7 ZH9S4H3D2C4文档编码:CM9X1E4P4H6 H

43、B6B8A8F4K7 ZH9S4H3D2C4文档编码:CM9X1E4P4H6 HB6B8A8F4K7 ZH9S4H3D2C4文档编码:CM9X1E4P4H6 HB6B8A8F4K7 ZH9S4H3D2C4文档编码:CM9X1E4P4H6 HB6B8A8F4K7 ZH9S4H3D2C4文档编码:CM9X1E4P4H6 HB6B8A8F4K7 ZH9S4H3D2C4文档编码:CM9X1E4P4H6 HB6B8A8F4K7 ZH9S4H3D2C4文档编码:CM9X1E4P4H6 HB6B8A8F4K7 ZH9S4H3D2C4文档编码:CM9X1E4P4H6 HB6B8A8F4K7 ZH9S4H3D2

44、C4文档编码:CM9X1E4P4H6 HB6B8A8F4K7 ZH9S4H3D2C4文档编码:CM9X1E4P4H6 HB6B8A8F4K7 ZH9S4H3D2C4文档编码:CM9X1E4P4H6 HB6B8A8F4K7 ZH9S4H3D2C4文档编码:CM9X1E4P4H6 HB6B8A8F4K7 ZH9S4H3D2C4文档编码:CM9X1E4P4H6 HB6B8A8F4K7 ZH9S4H3D2C4文档编码:CM9X1E4P4H6 HB6B8A8F4K7 ZH9S4H3D2C4文档编码:CM9X1E4P4H6 HB6B8A8F4K7 ZH9S4H3D2C4文档编码:CM9X1E4P4H6 H

45、B6B8A8F4K7 ZH9S4H3D2C4文档编码:CM9X1E4P4H6 HB6B8A8F4K7 ZH9S4H3D2C4文档编码:CM9X1E4P4H6 HB6B8A8F4K7 ZH9S4H3D2C4文档编码:CM9X1E4P4H6 HB6B8A8F4K7 ZH9S4H3D2C4文档编码:CM9X1E4P4H6 HB6B8A8F4K7 ZH9S4H3D2C4文档编码:CM9X1E4P4H6 HB6B8A8F4K7 ZH9S4H3D2C4文档编码:CM9X1E4P4H6 HB6B8A8F4K7 ZH9S4H3D2C4文档编码:CM9X1E4P4H6 HB6B8A8F4K7 ZH9S4H3D2

46、C4文档编码:CM9X1E4P4H6 HB6B8A8F4K7 ZH9S4H3D2C4文档编码:CM9X1E4P4H6 HB6B8A8F4K7 ZH9S4H3D2C4文档编码:CM9X1E4P4H6 HB6B8A8F4K7 ZH9S4H3D2C4文档编码:CM9X1E4P4H6 HB6B8A8F4K7 ZH9S4H3D2C4文档编码:CM9X1E4P4H6 HB6B8A8F4K7 ZH9S4H3D2C4文档编码:CM9X1E4P4H6 HB6B8A8F4K7 ZH9S4H3D2C4附件四图 10 墩帽模板三维有限元模型2）大背楞强度计算大背楞采用 2 槽 16a，在荷载组合 1 作用下应力见图

47、11。图 11 大背楞应力图max75MPa140MPa，强度满足。3）纵、横肋强度计算墩帽模板纵横肋采用100 10mm 钢板，其在荷载组合一作用下应力见图 12。图 12 纵、横肋应力图文档编码:CM9X1E4P4H6 HB6B8A8F4K7 ZH9S4H3D2C4文档编码:CM9X1E4P4H6 HB6B8A8F4K7 ZH9S4H3D2C4文档编码:CM9X1E4P4H6 HB6B8A8F4K7 ZH9S4H3D2C4文档编码:CM9X1E4P4H6 HB6B8A8F4K7 ZH9S4H3D2C4文档编码:CM9X1E4P4H6 HB6B8A8F4K7 ZH9S4H3D2C4文档编码:

48、CM9X1E4P4H6 HB6B8A8F4K7 ZH9S4H3D2C4文档编码:CM9X1E4P4H6 HB6B8A8F4K7 ZH9S4H3D2C4文档编码:CM9X1E4P4H6 HB6B8A8F4K7 ZH9S4H3D2C4文档编码:CM9X1E4P4H6 HB6B8A8F4K7 ZH9S4H3D2C4文档编码:CM9X1E4P4H6 HB6B8A8F4K7 ZH9S4H3D2C4文档编码:CM9X1E4P4H6 HB6B8A8F4K7 ZH9S4H3D2C4文档编码:CM9X1E4P4H6 HB6B8A8F4K7 ZH9S4H3D2C4文档编码:CM9X1E4P4H6 HB6B8A8F

49、4K7 ZH9S4H3D2C4文档编码:CM9X1E4P4H6 HB6B8A8F4K7 ZH9S4H3D2C4文档编码:CM9X1E4P4H6 HB6B8A8F4K7 ZH9S4H3D2C4文档编码:CM9X1E4P4H6 HB6B8A8F4K7 ZH9S4H3D2C4文档编码:CM9X1E4P4H6 HB6B8A8F4K7 ZH9S4H3D2C4文档编码:CM9X1E4P4H6 HB6B8A8F4K7 ZH9S4H3D2C4文档编码:CM9X1E4P4H6 HB6B8A8F4K7 ZH9S4H3D2C4文档编码:CM9X1E4P4H6 HB6B8A8F4K7 ZH9S4H3D2C4文档编码:

50、CM9X1E4P4H6 HB6B8A8F4K7 ZH9S4H3D2C4文档编码:CM9X1E4P4H6 HB6B8A8F4K7 ZH9S4H3D2C4文档编码:CM9X1E4P4H6 HB6B8A8F4K7 ZH9S4H3D2C4文档编码:CM9X1E4P4H6 HB6B8A8F4K7 ZH9S4H3D2C4文档编码:CM9X1E4P4H6 HB6B8A8F4K7 ZH9S4H3D2C4文档编码:CM9X1E4P4H6 HB6B8A8F4K7 ZH9S4H3D2C4文档编码:CM9X1E4P4H6 HB6B8A8F4K7 ZH9S4H3D2C4文档编码:CM9X1E4P4H6 HB6B8A8F