粘角鋼矩形柱偏心受壓加固計算

粘角鋼矩形柱偏心受壓加固計算一、工程信息____________________________構(gòu)件編號：Jgzl_______________________________設(shè)計人________________________________________校對人________________________________審定人________________________________________負貴人________________________________加固原因：____________________________________________________________________________粘型鋼一矩形柱大偏心抗壓加固1原構(gòu)件信息截面寬度：截面高度：偏心方向：度：鋼筋等級：受拉鋼筋而枳：受壓鋼筋而積：受拉鋼筋合力點到邊緣距離受壓鋼筋合力點到邊緣距離2.加固信息受壓角鋼型密3.荷載信息Bol=32moC40as=35mmHRB400碼a=100mm設(shè)計壓力偏心距：五.計算系數(shù)1.鋼筋抗拉強度2.混凝土抗壓強度混凝土計算系數(shù)受拉鋼板抗拉強度受拉鋼板彈性模最受斥鋼板抗拉強度受壓鋼板抗拉強度4計算尺寸截面高度截面寬度截面仃效高度尤計算eo=40OOkNmp0N/mm2E$p=206000弧￡p'bB0mmhohH—JXashSSOmm軸向壓力對截面重心的偏心距3初始偏心距ei=ea+eo=2000+4000=6000mm.混.154973mm'軸向壓力偏心距增大系數(shù)r]”05&鼻05X191X15497345=Z1=1長細比對曲率影響系數(shù)：=148>1“=1+C1400FXI00X1.00計算軸向斥力作用點到縱向受拉鋼筋合力點距離..h,400計算原結(jié)構(gòu)承我力和足否需要加固b400bx=-(2h-ho)ai￡ob=-(2X400-330)X100X1910X400=-359080000=-360X15700X(400-10000)+360X157.00X(400-330)4-(400-330+178.29)X100000000一一359080000-p-359080000X-359080000—4X382000X23528611429=2X382000o$=爲Nu=cri4obx+爲,Ao'-o5Ao=1.00X1910X400X7087+360X157.00-36000X157008702kNm05toAcor05X191X154973451i=l]4°O；6OO()X(^)2xi00X1.009受拉肢或受壓較小肢型鋼應(yīng)力=(08X-1)X20600000X000=65495高度x—x100X191X400后偏心距e=0nqei+^—aa=120X130X6000+警-0.00=29394=1.00X1910X400X13446X(330+36000X15700X(100—000)+0.00+36000X15700X(100—000)+0