梁加固計算書

梁加固計算書工程概況：本工程為松原市體育館梁加固工程，由于在施工過程中，部分梁支座負彎矩筋錨固長度不符合規(guī)范要求。根據(jù)《混凝土結(jié)構(gòu)加固設(shè)計規(guī)范》(GB50367-2006),采用粘貼鋼板加固法，加固計算如下。計算舉例：此加固共涉及100個框架節(jié)點，200個梁支座加固計算，計算量較大，故采用表格計算方式表達?，F(xiàn)以E軸1軸處左邊框架節(jié)點為例：梁截面：bxh=350mmx850mm，截面有效計算高度ho=850-35=815mm，C40混凝土，混凝土軸心抗壓強度設(shè)計值fco=19.7N/mm2，支座彎矩為M=933KN-M，根據(jù)彎矩計算配筋面積為Aso=3610mm2，fyo=360N/mm2，由于錨固長度不足，考慮原配筋有效面積為10%，即原配筋為361mm2，由：Mm （h—hj（0.8eMm （h—hj（0.8eh/x）-e-e底|-■— iEI CI ^3-U（式1）（式2）fTTE（式3）其中：x—混凝土受壓區(qū)高度(mm)；fsp—鋼板的抗拉強度設(shè)計值，取Esp=210N/mm2；Esp—鋼板的彈性模量，取=2.06x105N/mm2；Asp—受拉鋼板的截面面積(mm2)；Wsp—考慮二次受力影響時，受拉鋼板抗拉強度有可能達不到設(shè)計值而引用的折減系數(shù)；當ysp>1.0時，應取ysp=1.0；scu—混凝土極限壓應變，取scu=0.0033；￡Sp，0—考慮二次受力影響時，受拉鋼板的滯后應變，考慮到作用在加固結(jié)構(gòu)上的活荷載基本卸除，故不考慮二次受力的影響，取ssp，0=0。把各值代入式1，有：933000000=1.0X19.7X350X(850-x/2)-360X361X(850-815)解得，x=176.81mm又把x=176.81代入式3，有Wsp=(0.8X0.0033X850/176.81-0.0033-0)/210/206000=9.213>1.0 取甲sp=1.0由式2Asp=(1.0X19.7X350X176.81-360X361)/210=5186.40實配梁鋼板為：10mmx520mm(厚度為10mm)，即10x520=5200mm2，滿足要求

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