某大桥钢墩模力学计算

PAGEPAGE6XX大桥B标段钢墩模力学计算（内部资料）座钢墩模南力学荣计算口全桥花瓶头板贤式墩断面尺寸工多变，钢墩模层由标准块和非代标准块组拼而年成，节高统一司为勿2.0m顶。一次浇注砼流高度控制在澡6m秧以内。符每块钢模由面杜板、隔板与角语钢框架焊成，木钢模之间用螺帐栓连接。钢模荡外侧（周边）船用水平槽钢作闻抱箍加强，构哀成浇注砼时钢控墩新模的受力体系涂。花为抗御台风威拌胁，在墩高超洗过岁6.0m邀时，四周漂须亡另加支撑或栓殃挂抗风索，增图强结构整体稳劣定性，确保施带工安全。户一、涉侧压力剩的怀计算甘P敌砼羽=0.22于γ谊t沟0播β戴1透β扮2歪V黑0.5垫闭t=论=彩4吧.44淘=0.嫁22×24×睡4.44×1漏.2×1.1惧5×占=45探.7kN逆P=戏45.7祥+4.睛0距（泵送）郊=祥49.7披哑kN买(五取帖50kN)有效压头高度燥h=P/摔24厦=50/24岩=渴2.08m伍二笨、苗面板屿的劲计算递，采扑用咬A寇3算钢板气1食、帆强度验算：按葵三面固结，一睛面简支的最不举利情况计算根=增=0.8腹3辫，采晃用诞0.御8孕查表得激M锯0支x躺=-0.07距22,董娘M蛙0才y诚=-0.05连70脉M秧x尘=0.031火0偷甜M勺y红=0.012攀4物f穿k偶=0.002缸08梳亮取仙1mm愤板条宽作为计鹊算单元铸q冈=0.05亏×1=0.0驴5N/mm求支点弯矩挨M茧0漂x涌=-0.07肯22×0.0陈5×333村2童=-400N煤.mm亩M疏0祝y雪=-0.05写70宁×游0.05×4急00合2源=-456N强.mm血设板厚孔5.0mm汗,w=汇×5骨2坡=炎4.167m猎m项3睁σ宝=咽456/4.闯167=10劲9<145M字P播a锣犁顿可求跨中弯矩帮M称x浴=0.031问0×0.05软×论333蹦2冷=172尺难N.mm贴储M障y弦=0.012会4×0.05贩×400隆2乔=99趁调N.mm避因钢板的泊松沃比嗓V=0.尝3邮，故需换算灿M拿x蝇V炼=172+0抵.3×99=护202飞协N.mm死M匠y泽V革=99+0.命3×172=哭150鸣谢N.mm颈σ划=202/馋4宇.欲1增67=鼻48.48猪<145MP挤a洞嗽可2、挠度验算f=kf之B=栋=监=24038捡46萄f场=0.002蒙08×共=0.53各<献词煮跌可丸三、偿抱箍（水平肋擦）的计算：抱乔箍间距喇1.锻0乳米剩。幸1掩、煮横桥向肋梁肉造铺采垄用肿2[1掘2乌槽钢伙，胁I=388.保5少2良×并10计4垒mm终4慢A、强度验算冠q需=Pb=0.谜05沾×予1000凡=箭5孩0N/m绣M呈=批0.125×图5轧0×1再5歌00铺2梁=录14062裤×10切3鲜元巷σ恢=梯=隐=炼113.45族<岩170MPa斥锣可B、挠度验算顽f侄=0.013些=0.013败=件2.01mm怨<1500/疲400m继m洞=近3.75mm剥稍威可涨2干、顺桥向肋梁A、强度验算盛酸甲选用照2[嘉20a郊槽钢项，肠I=1780利.4×煮10男4宜mm潜4蚂取最大墩宽贴2.40m登，按简支梁梁价宽花1.0mm剥作为计算单元颤q汽=Pb=0.搞05点×1000=捷50N/m晚M白=0.175哀×50×26亮00猫2捡=42250职×10窃3碎足篮σ摔=交=忘=118.7稳<170MP狡a辽插可B、挠度验算猎f=0.01索3涨=0.013抽=简3.97mm娘<2400/扇400mm虹=茶6.0mm榆素寇可四、拉杆种采揭用尾Φ买2赚0浙圆钢筋，抗拉发力溜为警T=痛3.14泰cm易2决×腊2寇40象0昏kg美/cm财2过=奶7.54汤t荒拉杆间距痰：闹一般为兵1.避0悄米疯×搁1.狼0裙米未；册最大为丽1.域0迟米段×彻1.雪5奸米僵T=1.捉0稳×1.5×5向t/m芦2昨=先7.5t价<[T]分计算付：尤赢艰聚梅复核眉：校尝清痛松审核：目录在基本情况助······星······斗······辣······将······台······彩······弯····1饥一、尝侧压力计算鸽······丧······铁······缓······纷······阀······饲····1猴二、面板计坊算今······侍······拘······肠······滔······偿······猜······捎2杜三、移抱箍忠计算驾······益······浅······铸······供······肝······院······渔3昆缩1族、横桥向肋梁任······抛······经······级······您······犯······龄···3当掌2南、顺桥向肋梁笋··