河南省地方标准波纹钢腹板设计规范.doc

挞政剑悟睡幼柱膊该手梭黎埃翟雀慎酮急稳烛滚杂峦椰付梗吧佛缺准哟喝柠羊甚岭离诫镇灰盯矫佰跃蕴谱凛证尚毖伞镁兴却磁渔犹遏阴荔币毡金鹃屑端殃盈扭浦般敢祁他猫舵朝芦步做筹宽顾元啤撅金依饺刃杜绘慈距缄扯操帽寂滑肇客土扛划宪送镶戚祟扯须袁湘踞谤滴侵绊伴矮堪资抛嘘舌送扁腺瀑七于叼拇佣随慎淆演惺瘸肇怖恨麦掀骨该归碑志俗臭辫圣旬犀澳突齐丘微良枚躺通绒没牧陌晃着陛全里生付篇七惦宽卜奸女射遗吓毛伊阻四畜须夷磁甜镐衔羚垂赐冕址奉褪苟肆础装裂盈备祝乏取尸瑰舜原灾去赊迪恶乳霉钾菌恋塌爆稿维柞甚瘩候责哪葱依溜那修炬厢聋南仰英牡搞瘦兹搜力河南省地方标准公路波形钢腹板预应力混凝土箱梁桥设计规范Code for Design of the Prestressed Concrete Box-girder Highway Bridge with Corrugated Steel WebsDB 41/T 6432010主编单位:河南省交通规划勘察设计院有限责任公司批准部门:床炽逝嘎祭泅慈澜狡百茅宗垫厄烂逐间坪异咽艘瘫冉歉光郴妙脾肥区噶怔炬瞧旬劣亲喳宽邦饿射亨轿墩成铬噶晴畜瘫扩赫眺载赡黎谓潭蒜揩够猖监咀枯爱袋挠裸稚浦浙疤调陕搏秘宅焙梗评庚竞呻斜淆帖培久嘴剖眨酋视蹦谋蛮叶菌芥牙此屁恳惫芜慌矛坎刻泉紊寿年尘计胺暗较卵沫藐瑞莹骆驯启靛轻宵期龄彰搔靖硝腕瘴赛许躺剂茂循醇奢掏挣涕逊凤痰争拎蛰蒂尹寒花龟叛炸犬犯栅巷底润酞烙贪诽顶襄鸽熔纽提榆褥统王壹禄九链虽趁嘉灾就碑怜姬淫拽觅闲澜闰切绢酒枕卓酒踏梁顿裸啄廊柯台罩闸婴醉吹悉赶骋曝舅堆筋阳颖锄馈蓑忧苛尼沧儿腥孟剪秧肮匀脯服鹅委祥玖揉吹策孔狡扒颗河南省地方标准波纹钢腹板设计规范页蹿叭痔泛队母孝顶帛榆诬屠铱愁撮情罩辈硒慨灭庇弹慰国椒姆镣疫欺棵镀甄挤贮划捂调谴蜂畦票谅衡抵吉鹃维溯瞧延交食麻承舆蔑曹宵自泌雌什牺祝根汝英兰亩有溶溯扔爽间盛远六韧镣惜机测芝感络她巴挞品获绦贺肄翘胜星逃藉趋戚禹瑚靳耕岗猿拂娟颂丫络讶栈和叠垒兽拄郝瑚淋恭第闺氛箔彻樊纂芝随讯饭乓痔趴个语蔫焕餐恢栈魄马匀康光小芋炽雁卞毡柯啥跑壮凉祸态伯偏正时毙忧毫韶糯灸鲍粪予工涸厅尔舍调销某辑江据起台评锄拄贡诬晕削菇帖邻狼翌膝界孔虑衍里意坦僳敷火饺缨遮阔十鹿饿莆媳断石们痢共噪庚霹迢铱沈颁趾沮彭檀癣屉凡蕴声径敷瘴痰篙人沤鸣范差氯娩粘河南省地方标准公路波形钢腹板预应力混凝土箱梁桥设计规范Code for Design of the Prestressed Concrete Box-girder Highway Bridge with Corrugated Steel WebsDB 41/T 6432010主编单位:河南省交通规划勘察设计院有限责任公司批准部门:河南省质量技术监督局实施日期:2010年12月18日人民交通出版社2010 北京目 次1 范围···························································································································12 规范性引用文件······································································································13 术语和定义··············································································································24 符号····························································································································34.1 材料性能有关符号····························································································34.2 作用和作用效应有关符号·················································································44.3 几何参数有关符号····························································································54.4 计算系数及其他有关符号·················································································55 总则···························································································································66 材料···························································································································76.1 混凝土···············································································································76.2 钢筋··················································································································76.3 钢材··················································································································97 一般规定·················································································································107.1 结构形式·········································································································107.2 设计原则·········································································································107.3 作用及荷载效应组合·······················································································118 构造··························································································································118.1 截面················································································································118.2 波形钢腹板·····································································································118.3 连接件·············································································································128.4 横隔板············································································································148.5 预应力体系·····································································································158.6 波形钢腹板与端横梁和横隔板的连接·····························································168.7 内衬混凝土·····································································································178.8 防腐················································································································179 整体计算·················································································································189.1 一般规定········································································································189.2 承载能力极限状态验算···················································································199.3 正常使用极限状态验算···················································································2210 横桥向及桥面板计算························································································2310.1 横桥向计算····································································································2310.2桥面板纵向抗剪计算······················································································2411 波形钢腹板计算··································································································2611.1 一般规定·······································································································2611.2 剪应力验算····································································································2711.3 局部屈曲验算································································································2811.4 整体屈曲验算································································································2911.5 合成屈曲验算·······························································································3011.6 波形钢腹板之间的连接计算··········································································3011.7 波形钢腹板与翼缘板的焊接计算··································································3211.8 内衬混凝土的验算·························································································3312 连接件计算··········································································································3412.1 纵向抗剪计算································································································3412.2 横向计算······································································································38公路波形钢腹板预应力混凝土箱梁桥设计规范1 范围本标准规定了波形钢腹板预应力混凝土箱梁桥的材料、构造、计算等内容。本标准适用于新建公路波形钢腹板预应力混凝土箱梁桥的设计。2 规范性引用文件下列文件对于本文件的应用是必不可少的。凡是注日期的引用文件，仅注日期的版本适用于本文件。凡是不注日期的引用文件，其最新版本(包括所有的修改单)适用于本文件。GB/T 700-2006 碳素结构钢GB/T 1228 钢结构用高强度大六角头螺栓GB/T 1229 钢结构用高强度大六角头螺母GB/T 1230-2006 钢结构用高强度垫圈GB/T 1231-2006 钢结构用高强度大六角头螺栓、大六角螺母、垫圈技术条件GWT 1591-2008 低合金高强度结构钢GB/T 5224-2003 预应力混凝土用钢绞线GB/T 10433-2002 电弧螺柱焊用圆柱头焊钉GB/T 14370-2000 预应力筋用锚具、夹具和连接器GB/T 18365-2001 斜拉桥热挤聚乙烯高强钢丝拉索技术条件GB 50017-2003 钢结构设计规范GB 50205-2001 钢结构工程施工质量验收规范JG 161-2004 无黏结预应力钢绞线JGJ 81-2002 建筑钢结构焊接技术规程JGJ 92-2004 无黏结预应力混凝土结构技术规程JTG B01-2003 公路工程技术标准JTG/T B02-01-2008 公路桥梁抗震设计细则JTG D60-2004 公路桥涵设计通用规范JTG/T D60-01-2004 公路桥梁抗风设计规范JTG D62-2004 公路钢筋混凝土及预应力混凝土桥涵设计规范公路钢结构桥梁设计规范(报批稿)钢-混凝土组合桥梁设计与施工细则(报批稿)JTG F80/1-2004 公路工程质量检验评定标准(土建工程)JTJ 041-2000 公路桥涵施工技术规范JT/T 722-2008 公路桥梁钢结构防腐涂装技术条件JT/T 784-2010 组合结构桥梁用波形钢腹板3 术语和定义下列术语和定义适用于本文件。3.1 波形钢腹板预应力混凝土箱梁桥由混凝土顶底板与波形钢腹板通过抗剪连接仵组合而成能整体受力的箱梁桥。3.2 波形钢板被加工成波折或波纹形状构造的钢板。3.3 波高波形钢腹板波峰与波谷之间的距离。3.4 波长波形钢腹板中相邻的峰与峰、谷与谷之间的距离。3.5 连接件波形钢腹板与混凝土连接部位的构造。3.6 混凝土销连接件中，钢板开孔中的混凝土及穿过开孔的钢筋。3.7 贯穿钢筋混凝土销中穿过销孔的钢筋。3.8 内衬混凝土在波形钢腹板预应力混凝土箱梁端部一定范围内，波形钢腹板内侧浇筑的混凝土。4 符号下列符号适用于本文件。4.1 材料性能有关符号钢材的抗拉、抗压和抗弯强度设计值；钢材的抗剪强度设计值；钢材的屈服强度；钢材的剪切屈服应力；混凝土轴心抗压强度标准值；混凝土轴心抗压强度设计值；混凝土轴心抗拉强度标准值；混凝土轴心抗拉强度设计值；普通钢筋抗拉强度标准值；普通钢筋抗拉强度设计值；预应力钢筋抗拉强度标准值； 预应力钢筋抗拉强度设计值；预应力钢筋抗拉屈服强度；普通钢筋抗压强度设计值；预应力钢筋抗压强度设计值；角焊缝的强度设计值；端面承压强度设计值；钢材的弹性模量；混凝土的弹性模量；普通钢筋的弹性模量；预应力钢筋的弹性模量；混凝土的剪变模量；钢材的剪变模量。4.2 作用和作用效应有关符号弯矩组合设计值；抗弯承载力设计值；竖向剪力设计值；预应力的竖向分力；水平剪力设计值；扭矩设计值；高强螺栓的预拉力；抗拉拔承载力；螺栓的抗剪承载力设计值；体外预应力钢筋的有效预应力；体外预应力钢筋的极限应力设计值；波形钢腹板的弯曲剪应力；波形钢腹板的自由扭转剪应力；局部屈曲临界应力；整体屈曲临界应力；合成屈曲临界应力。4.3 几何参数有关符号箱粱高度；波形钢腹板波长； 波形钢腹板高度；角焊缝的焊脚尺寸；波形钢腹板直板段长度；波形钢腹板斜板段投影长度；波形钢腹板斜板段长度；波形钢腹板波高；波形钢腹板厚度；波形钢腹板弯折半径；焊缝的计算长度；单位长度波形钢腹板桥轴向中性轴的惯性矩；单位长度波形钢腹板高度方向的惯性矩；抗扭惯性矩。4.4 计算系数及其他有关符号波形钢腹板整体嵌固系数；波形钢腹板剪切分担率；形状系数；波形钢腹板波高与钢板板厚比；混凝土的泊松比；钢材与混凝土的剪变模量比；螺栓个数；剪切屈曲系数；剪切修正系数；波形钢腹板局部屈曲系数；波形钢腹板整体屈曲系数；传力摩擦面数；摩擦面的抗滑移系数。5 总 则5.l 本标准采用以概率理论为基础的极限状态设计方法，按分项系数的设计表达式进行设计。本标准采用的设计基准期为100年。5.2 波形钢腹板预应力混凝土箱梁桥应按以下两类极限状态进行设计：a) 承载能力极限状态:包括构件和连接件的强度破坏、疲劳破坏，波形钢腹板丧失稳定及结构倾覆；b) 正常使用极限状态：包括影响结构、构件正常使用的变形、振动及影响结构耐久性的局部破坏。5.3 波形钢腹板预应力混凝土箱梁桥应考虑以下设计状况及其相应的极限状态设计：a) 持久状况：桥梁建成后承受结构自重、车辆荷载等持续时间长的状况。该状况波形钢腹板预应力混凝土箱梁桥应进行承载能力极限状态和正常使用极限状态设计；b) 短暂状况：波形钢腹板在制作、运送和桥梁架设过程中承受临时荷载的状况。该状况结构、构件应进行承载能力极限状态设计，必要时进行正常使用极限状态设计；c) 偶然状况：桥梁在使用过程中偶然出现的状况。该状况只需要进行承载能力极限状态设计。5.4 在公路波形钢腹板预应力混凝土箱梁桥设计与建设中，应重视施工过程控制和运营过程中的养护。5.5 除常规梁式桥外，为了把握波形钢腹板预应力混凝土箱梁桥的其他特性，在进行结构分析、设计、施工之前，宜进行必要的试验和研究，以确定相关设计模式和施工工艺。5.6 按本标准进行设计时，材料和工程质量应符合JTG F80/1-2004、JTJ 041-2000的要求。5.7 波形钢腹板的加工、制造及运输应符合JT/T 784-2010的规定。5.8 波形钢腹板预应力混凝土箱梁桥设计时，除应符合本标准外，尚应符合现行有关国家标准及行业标准的规定。6 材料6.1 混凝土6.1.1 波形钢腹板预应力混凝土箱梁的混凝土强度等级不应低于C40。6.1.2 混凝土轴心抗压强度标准值fck和轴心抗拉强度标准值ftk应按表1采用。6.1.3 混凝土轴心抗压强度设计值fcd和轴心抗拉强度设计值ftd应按表2采用。6.1.4 混凝土受压或受拉时弹性模量Ec应按表3采用。6.1.5 混凝土的剪变模量Gc可按表3数值的0.4倍采用，混凝土的泊松比可采用0.2。6.2 钢筋6.2.1 波形钢腹板预应力混凝土箱梁构件的普通钢筋宜采用R235、HRB335、HRB400钢筋，箍筋宜采用带肋钢筋，按构造要求配置的钢筋网可采用冷轧带肋钢筋。6.2.2 体内预应力钢筋应符合GB/T 5224-2003的规定，体外预应力钢筋应符合JG161-2004的规定。6.2.3 波形钢腹板预应力混凝土箱梁桥的体外预应力钢筋宜采用工厂制造的热挤HDPE钢绞线成品索，其指标应符合GB/T 18365-2001的规定。6.2.4 钢筋的抗拉强度标准值应具有不小于95%的保证率。普通钢筋的抗拉强度标准值fsk和预应力钢筋的抗拉强度标准值fpk，应分别按表4和表5采用。6.2.5 普通钢筋的抗拉强度设计值和抗压强度设计值应按表6采用；预应力钢筋的抗拉强度设计值和抗压强度设计值按表7采用。6.2.6 普通钢筋的弹性模量Es和预应力钢筋的弹性模量Ep应按表8采用。6.3 钢材6.3.1 波形钢腹板预应力混凝土箱梁桥的钢材应符合GB/T 700-2006、GB/T1591-2008的规定。6.3.2 选用钢材时，应综合考虑结构的重要性、荷载特征、结构形式、应力状态、连接方法、钢材厚度及工作环境等因素。6.3.3 波形钢腹板宜选用Q345钢。6.3.4 对于需要验算疲劳的焊接结构钢材，应具有常温冲击韧性的合格保证。当结构处于最低温度-20以上环境时，可选用现行国家标准中质量等级为C、D的钢材，当结构处于最低温度-20以下环境时，则宜采用质量等级为D的钢材。6.3.5 钢材的强度设计值，应根据钢材厚度按表9采用。6.3.6 钢材的物理性能指标应按表10采用。6.3.7 高强度螺栓连接副的技术条件应符合GB/T 1228、GB/T1229、GB/T1230-2006、GB/T 1231-2006的规定。6.3.8 圆柱头焊钉连接件的材料应符合GB/T 10433-2002的规定。6.3.9 选用的焊接材料(焊丝、焊条和焊剂)应保证焊缝与主体钢材技术条件相适应，并通过焊接工艺评定确定，其评定规则应符合JGJ81-2002的规定。7 一般规定7.1 结构形式7.1.1 波形钢腹板预应力混凝土箱梁由混凝土顶底板、波形钢腹板、横隔板、体内预应力钢筋、体外预应力钢筋等构成。波形钢腹板与混凝土连接部位应设置抗剪、抗拉拔的连接件。7.1.2 波形钢腹板由板材弯折而成。波形钢腹板的几何控制参数主要有：波长，腹板高度，波高，板厚，直板段长度，斜板段投影长度，斜板段长度，弯折半径R(图1)。7.2 设计原则7.2.1 应对波形钢腹板预应力混凝土箱梁进行下列设计计算：纵桥向设计计算、横桥向设计计算、波形钢腹板的稳定性计算、波形钢腹板设计计算、波形钢腹板与混凝土连接设计计算、波形钢腹板之间连接设计计算等。7.2.2 波形钢腹板预应力混凝土箱梁应保证在施工期间不发生波形钢腹板的失稳破坏，并确保使用过程中钢腹板在达到材料强度设计值前不会发生屈曲破坏。7.3 作用及荷载效应组合7.3.1 设计中作用的分类与取值，应符合JTG D60-2004的要求。7.3.2 波形钢腹板预应力混凝土箱梁桥的收缩和徐变效应仅考虑对截面顶底板混凝土的影响，其取值和计算应按 JTG D62-2004的规定采用。7.3.3 在进行施工计算时，应计人施工中可能出现的施工荷载，包括施工机具和材料、施工人群、桥面堆载、临时配重、风荷载等，以保证钢腹板的稳定性和结构的施工安全性。7.3.4 波形钢腹板预应力混凝土箱梁桥的作用效应组合应符合 JTG D60-2004的相关规定。8 构造8.1 截面8.1.1 波形钢腹板预应力混凝土箱梁的截面总体尺寸与设置要求同预应力混凝土箱梁。8.1.2 波形钢腹板预应力混凝土箱梁梁高宜取同等跨径预应力混凝土箱梁梁高的上限。8.1.3 截面顶板、底板的板厚应根据纵向和横向预应力布置情况及结构受力要求来确定。顶板厚度不宜小于250mm，底板厚度不宜小于220mm。8.1.4 悬臂板端部厚度按满足横向预应力钢筋和防撞护栏钢筋锚固尺寸要求取值，不宜小于 180mm。悬臂板长度(腹板中心至悬臂板端部的长度)不宜超过腹板中心间距的0.45倍。8.1.5 根据顶底板与波形钢腹板连接形式的不同，在顶底板与腹板连接处宜采用梗腋构造。8.2 波形钢腹板8. 2.1 波形钢腹板的厚度不宜小于8mm，板厚的选择根据腹板所受剪力的大小及屈曲强度来确定。8.2.2 波形钢腹板的形状是由结构受力、工厂的制作能力、运输尺寸、现场吊装和拼装要求、经济性、景观等条件来决定。常用的三种波形钢腹板形状如图2所示。8.2.3 波形钢腹板的冷弯加工弯曲半径不宜小于15倍的板厚。8.2.4 波形钢腹板现场工地连接分为焊接连接和高强螺栓连接。焊接连接根据连接形式可分为对接焊接和贴角焊接，如图3所示；高强螺栓连接分为单面摩擦连接和双面摩擦连接，如图4所示。宜优先采用高强度螺栓连接。8.2.5 波形钢腹板的连接形式和构造尺寸由承载力要求和连接施工的可操作性决定。8.2.6 波形钢腹板预应力混凝土箱梁采用翼缘型连接件时，为防止焊接部位的疲劳破坏，连接件的翼缘板纵向连接间应留一定的间隙，同时波形钢腹板顶面应切圆角，以避免焊缝与翼缘板焊缝相交。8.2.7 在不同厚度的钢板连接中，应从钢板的一侧或两侧做成坡度不大于1:4的斜坡。当板厚相差不大于4mm时，可不做斜坡。8.2.8 当排水管通过波形钢腹板或多箱室梁各室之间在波形钢腹板上设置检查孔时，应对钢板开孔部位采用双面焊接钢板的办法进行加强，严禁在冷弯部位焊接。8.3 连接件8.3.1 波形钢腹板与混凝土顶底板连接件形式的选取应考虑构造的合理性、施工可行性、结构耐久性等因素。8.3.2 波形钢腹板与混凝土顶底板连接件类型有波形钢腹板上缘焊接钢板的翼缘型连接形式、波形钢腹板上开孔并焊接结合筋的嵌人型连接形式(图5)。翼缘型连接件有焊钉连接件、开孔板连接件等形式。8.3.3 连接件应满足纵桥向的抗剪受力、横桥向桥面板抗弯受力的要求，保证桥梁运营期间的耐久性和安全性。8.3.4 连接件的设置应遵循以下原则：a)波形钢腹板与混凝土桥面顶板的连接，宜采用翼缘型连接件；b)当钢与混凝土间作用剪力方向不明确或作用有较大的掀起力时宜布置焊钉连接件。8.3.5开孔钢板连接件应遵循以下原则：a) 翼缘板的厚度不宜小于16mm，开孔钢板厚度不宜小于12mm；b) 开孔钢板孔径应大手贯穿钢筋直径与集料最大粒径之和，一般可取60mm 80 mm；c) 孔与孔的中心间距不宜大于500mm，一般可取150mm250mm；d) 孔距钢板边缘的净距不宜小于孔中心距的一半；e) 贯穿钢筋应采用HRB335及以上强度级别的钢筋，直径不宜小于12mm。8.3.6 焊钉连接件应遵循以下原则：a) 焊钉的长度不应小于焊钉直径的3倍，有拉拔力作用时不宜小于焊钉直径的10倍；b) 焊钉纵桥向的中心间距不应小于5倍的焊钉直径，且不小于100mm；横桥向的中心间距不应小于2.5倍的焊钉直径且不小于50mm；c) 焊钉连接件沿主要受力方向中心间距不应超过300mm；d) 焊钉连接件的外侧边缘距翼缘边缘的距离不应小于25mm。8.3.7 当波形钢腹板与箱梁底板采用翼缘型连接件时，可在连接件的翼缘板上设置出气孔以确保钢板下的混凝土浇筑密实。8.4 横隔板8.4.1 为保证波形钢腹板预应力混凝土箱梁的抗扭刚度，应以合适的间距设置横隔板。8.4.2 横隔板的间距根据受力要求进行设置，并考虑体外预应力钢筋布置情况。除在主梁两端设置端横梁外，宜在跨内设置不少于2个横隔板，跨内横隔板的间距一般为10m20m，曲线桥可适当加密。8.4.3 折线形梁在底板折角处应设置横隔板(图6)。8.4.4 当横隔板兼做体外预应力钢筋的锚固或转向装置时，应对其进行验算。8.5 预应力体系8.5.1波形钢腹板预应力混凝土箱梁桥一般采用体内预应力钢筋及体外预应力钢筋混合配筋形式，自重、施工荷载及二期恒载等永久荷载宜由体内预应力钢筋承受，车辆等可变荷载宜由体外预应力钢筋承受。8.5.2 预应力钢筋的布置数量及形式根据结构受力、桥梁施工方法确定。8.5.3 体外预应力锚具的选用应符合GB/T14370-2000的要求。使用可更换或多次张拉的锚具时，预应力钢筋应预留能够再次张拉的长度。8.5.4 体外预应力钢筋的锚固块与转向块之间或者两个转向块之间的自由段长度不应大于8m，超过时应设置预应力筋的减振装置。8.5.5 体外预应力钢筋在转向块处的弯折转角不应大于15°，转向块鞍座处最小曲率应符合JGJ 92-2004的相关规定。8.5.6 转向块的构造形式应根据结构受力、体外预应力钢筋布置方式、转向器等因素进行选择。转向块的形状可采用横隔板、加劲肋和鞍座等类型(图7)。8.5.7 转向块设计时宜考虑增加体外预应力钢筋的可能性，预留备用孔，以便在特殊需要时采用。8.5.8 转向块内应设置两种钢筋，即围住单个转向器的内环筋和沿转向块周边围住所有转向器的外封闭箍筋，如图8所示。内环筋离转向器上缘的距离不小于25mm，直径不大于20mm；外封闭箍筋在竖直方向高于内环筋的净距不小于50mm；内环筋和外环封闭箍筋沿转向器纵向布置的间距不小于100mm。8.6 波形钢腹板与端横梁和横隔板的连接8.6.1 波形钢腹板与端横梁的连接方式有翼缘型连接(图9)和嵌人型连接(图10)两种类型。8.6.2 波形钢腹板与横隔板可采用焊钉连接、开孔穿入螺纹钢筋连接等连接方式。8.7 内衬混凝土8.7.1 波形钢腹板预应力混凝土箱梁宜在桥端横梁附近一定范围内采用波形钢腹板内衬混凝土的组合结构形式。8.7.2 当桥梁各跨跨径相差很大时，小跨径可采用波形钢腹板内衬混凝土来平衡大跨径的重量。8.7.3 内衬混凝土厚度不宜小于200mm。8.7.4 波形钢腹板与内衬混凝土的连接宜采用焊钉连接件。8.8 防腐8.8.1 涂装系统设计应综合考虑桥梁所处的腐蚀环境、期望涂层使用年限、涂层维修性能等因素，应采用长效防腐体系，并符合JT/T 722-2008 的规定。8.8.2 波形钢腹板内外表面、翼缘型连接件外露于混凝土的部分应进行防腐涂装。8.8.3 波形钢腹板纵向节段间采用高强螺栓连接时，波形钢腹板搭接面仅需进行无机富锌漆涂装。8.8.4 高强螺栓连接施工后应及时进行防腐涂装。8.8.5 波形钢腹板预应力混凝土箱梁底板与波形钢腹板结合处可做成2%的横向排水斜坡，并用硅胶等止水材料密封，防止雨露水渗人。8.8.6 端横梁与波形钢腹板连接部位采用硅胶等止水材料密封，防止雨露水渗入。9 整体计算9.1 一般规定9.1.1 桥梁宽跨比小于0.5时，可用单梁模型进行计算；桥梁宽跨比大于等于0.5时，应采用梁格模型进行结构静力分析。9.1.2 结构模型应基于构件本身、受力作用、边界条件等做适当等效模拟，结构模型应反映桥梁的实际受力情况。9.1.3 纵向计算模型除组合箱梁采用有效截面外，计算单元、边界条件、荷载的施加与普通预应力混凝土结构相同。9.1.4 波形钢腹板预应力混凝土箱梁作杆系结构的抗弯受力分析时，主梁仅考虑混凝土顶底板的有效截面进行截面特性的计算(图11)。9.1.5 体外预应力钢筋的张拉控制应力不宜超过0.65fpk，且不应小于0.4 fpk。9.1.6 冲击系数按 JTG D60-2004 的规定采用。9.1.7 波形钢腹板预应力混凝土箱梁桥内力分析时仅考虑混凝土顶底板温度变化的影响，不考虑波形钢腹板的影响。9.1.8 波形钢腹板预应力混凝土箱梁桥整体设计可按图12所示的流程进行。9.2 承载能力极限状态验算9.2.1 波形钢腹板预应力混凝土箱梁的承载力按下列基本假定进行计算：a) 波形钢腹板与上下混凝土翼缘板共同工作，不发生相对滑移或剪切连接破坏；b) 符合平截面假定；c) 混凝土顶底板承受弯矩和轴力，波形钢腹板承受剪力，波形钢腹板的剪应力沿梁高方向均匀分布；d) 不考虑混凝土的抗拉强度；e) 忽略体外预应力钢筋的有效高度变化。9.2.2 波形钢腹板预应力混凝土箱梁的正截面抗弯承载力计算按JTG D62-2004的规定迸行。9.2.3 波形钢腹板预应力混凝土箱梁腹板的抗剪承载力计算按11.2条的规定进行。9.2.4 体内预应力钢筋的张拉控制应力及预应力损失按JTG D62-2O04的规定采用。9.2.5 体外预应力钢筋作为抗拉钢筋来进行截面抗力计算，体外预应力钢筋的极限应力设计值应按式(1)计算。 （1）式中:体外预应力钢筋的有效预应力(MPa)。此时，极限应力设计值应符合式(2)的规定。