某大橋鋼墩模力學計算

PAGEPAGE6XX大橋B標段鋼墩模力學計算（內部資料）座鋼墩模南力學榮計算口全橋花瓶頭板賢式墩斷面尺寸工多變，鋼墩模層由標準塊和非代標準塊組拼而年成，節(jié)高統一司為勿2.0m頂。一次澆注砼流高度控制在澡6m秧以內。符每塊鋼模由面杜板、隔板與角語鋼框架焊成，木鋼模之間用螺帳栓連接。鋼模蕩外側（周邊）船用水平槽鋼作聞抱箍加強，構哀成澆注砼時鋼控墩新模的受力體系涂?；榭褂_風威拌脅，在墩高超洗過歲6.0m邀時，四周漂須亡另加支撐或栓殃掛抗風索，增圖強結構整體穩(wěn)劣定性，確保施帶工安全。戶一、涉?zhèn)葔毫κ５膽延嬎愀蔖敵砼羽=0.22于γ誼t溝0播β戴1透β扮2歪V黑0.5墊閉t=論=彩4吧.44淘=0.嫁22×24×睡4.44×1漏.2×1.1懼5×占=45探.7kN逆P=戲45.7祥+4.睛0距（泵送）郊=祥49.7披啞kN買(五取帖50kN)有效壓頭高度燥h=P/摔24廈=50/24巖=渴2.08m伍二笨、苗面板嶼的勁計算遞，采撲用咬A寇3算鋼板氣1食、帆強度驗算：按葵三面固結，一睛面簡支的最不舉利情況計算根=增=0.8腹3辮，采晃用誕0.御8孕查表得激M鋸0支x躺=-0.07距22,董娘M蛙0才y誠=-0.05連70脈M秧x塵=0.031火0偷甜M勺y紅=0.012攀4物f穿k偶=0.002缸08梳亮取仙1mm憤板條寬作為計鵲算單元鑄q岡=0.05虧×1=0.0驢5N/mm求支點彎矩挨M繭0漂x涌=-0.07肯22×0.0陳5×333村2童=-400N煤.mm畝M疏0祝y雪=-0.05寫70寧×游0.05×4急00合2源=-456N強.mm血設板厚孔5.0mm汗,w=匯×5骨2坡=炎4.167m獵m項3睜σ寶=咽456/4.闖167=10勁9<145M字P播a鑼犁頓可求跨中彎矩幫M稱x浴=0.031問0×0.05軟×論333蹦2冷=172尺難N.mm貼儲M障y弦=0.012會4×0.05販×400隆2喬=99趁調N.mm避因鋼板的泊松沃比嗓V=0.嘗3郵，故需換算燦M拿x蠅V煉=172+0抵.3×99=護202飛協N.mm死M匠y澤V革=99+0.命3×172=哭150鳴謝N.mm頸σ劃=202/饞4宇.欲1增67=鼻48.48豬<145MP擠a洞嗽可2、撓度驗算f=kf之B=棟=監(jiān)=24038撿46萄f場=0.002蒙08×共=0.53各<獻詞煮跌可丸三、償抱箍（水平肋擦）的計算：抱喬箍間距喇1.鍛0乳米剩。幸1掩、煮橫橋向肋梁肉造鋪采壟用腫2[1掘2烏槽鋼伙，脅I=388.保5少2良×并10計4壘mm終4慢A、強度驗算冠q需=Pb=0.謎05沾×予1000凡=箭5孩0N/m繡M呈=批0.125×圖5軋0×1再5歌00鋪2梁=錄14062褲×10切3鮮元巷σ恢=梯=隱=煉113.45族<巖170MPa斥鑼可B、撓度驗算頑f侄=0.013些=0.013敗=件2.01mm怨<1500/疲400m繼m洞=近3.75mm剝稍威可漲2干、順橋向肋梁A、強度驗算盛酸甲選用照2[嘉20a郊槽鋼項，腸I=1780利.4×煮10男4宜mm潛4螞取最大墩寬貼2.40m登，按簡支梁梁價寬花1.0mm剝作為計算單元顫q汽=Pb=0.搞05點×1000=捷50N/m晚M白=0.175哀×50×26亮00貓2撿=42250職×10竊3碎足籃σ摔=交=忘=118.7穩(wěn)<170MP狡a遼插可B、撓度驗算獵f=0.01索3漲=0.013抽=簡3.97mm娘<2400/扇400mm虹=茶6.0mm榆素寇可四、拉桿種采揭用尾Φ買2賺0浙圓鋼筋，抗拉發(fā)力溜為警T=痛3.14泰cm易2決×臘2寇40象0昏kg美/cm財2過=奶7.54湯t荒拉桿間距痰：鬧一般為兵1.避0悄米瘋×擱1.狼0裙米未；冊最大為麗1.域0遲米段×徹1.雪5奸米僵T=1.捉0穩(wěn)×1.5×5向t/m蘆2昨=先7.5t價<[T]分計算付：尤贏艱聚梅復核眉：校嘗清痛松審核：目錄在基本情況助······星······斗······辣······將······臺······彩······彎····1饑一、嘗側壓力計算鴿······喪······鐵······緩······紛······閥······飼····1猴二、面板計坊算今······侍······拘······腸······滔······償······猜······捎2杜三、移抱箍忠計算駕······益······淺······鑄······供······肝······院······漁3昆縮1族、橫橋向肋梁任······拋······經······級······您······犯······齡···3當掌2南、順橋向肋梁筍··