BOX Section Calculations IRC18, IRC 112

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BOX Section Calculations IRC18, IRC 112
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  Design of a Section Span of the box girder sectionDepth of the section at the rootDepth of the section at the midspan Sectional properties of the box girder  At the root section, Area of the box girder, Moment of inertia about YY-axis, Distance of the top fibre from N.A, Distance of the bottom fibre from N.A, Section modulus at the top fibre, Section modulus at the bottom fibre,  At the midspan section, Area of the box girder, Moment of inertia about YY-axis, Distance of the top fibre from N.A, Distance of the bottom fibre from N.A, Section modulus at the top fibre, Section modulus at the bottom fibre, Design forces extracted from Midas-civil Maximum bending moment due to dead load, Maximum bending moment due to superimposed dead load, Maximum bending moment due to live load, Maximum Shear force, Computation of Prestressing force required where,Number of cablessing 19K15   cables  Diameter of single strand of the Area of single strandArea of one cable dge distance of the cable#entre to centre distance of the cable$o compute maximum possible eccentricit% considering no. of cab#.& of cables from top fibre !#.& of section from top fibre !$herefore, maximum possible eccentricit% Allowable stresses in concrete during service stage,Maximum compressive stres Maximum tensile stress $o find the prestressing force re'uired, 'uating stresses at top fibre at root section e'uals to (ero) *.+/+) ltimate tensile strength of single cable ! 0ac1ing force ! *.234u4orce in one strand !Area x stress ! )restressing force in one cable ! ((2660×10)+(2660((140×19    =     = (  ) −   /  _) +/−(./−_/ )  /   = 0   /12.79 +×4.478)/38.525 (  −27 − 46253.3/38.525 −67237.8/38 ∴     5ence number of cables re'uired,#onsidering /*6 loss in prestressing, )restressing force re'uiredAfter losses the number of cables re'uired#.& of cables from top fibre,Actual eccentricit% for of cables, e! According to 78#9:-*** the load factors considered for different D.; ! +;.; ! +S7D; ! +Stress at top ! ! .<32: ! .Stress at bottom ! ! 23::.<+<2/32 ! 2.3::<+<2 (I) Serviciabilit limit state −   /   +/   _) −(./    _) −(./    −_/   = 67539.691/12.79 +(67539.691×4.4 −275647.6/38.525 −67237.8/38.525 −   46253.3/38.525  /   −/   _) +(./    _) +(./    +_/   =67539.691/12.79 −(67539.69 +275647.6/38.525 +67237.8/38.525+46253.3/38.5  < ∴  (  _ )=  (1.25×275647.6)+(2×46253.3)+(2.5×67237.8) 〖 (  〗 _ )    =(1.25×13910.7) +(2×1904.2)+(2.5×3186.9) >  $he ultimate load condition at failure under moderate exposure ac +.3& = S.& = .3>where & ! D.; ! +.3 S.& ! S7D;! >! ;.; ! .3 ! :*3+:*.: ! +:.*3 Moment capacit calculation [email protected] 4ailure b% %ield os steelwhere, Mu ! 2:2::.:+:[email protected] 4ailure b% crushing of concretewhere, ! ! ! ! Mu ! +::<:/.+*2++++1Nm Shear calculation(II) !ltimate limit state   0.9 ×_×_×_ _ = _ = Depth of bea f!o a #$ %op!e&&#o' of &tee, te'o'&    _=) (  -!ea of h#h te'&#,e &tee,     _=) (  ,t#ate te'&#,e &t!e'th fo! &tee,  (_! #$   =0.176×( ×  〖 ) _  〗 2 +2/3×0.8×) ×_(%_− /2 (_−  ) ××_  =eb of a tee bea  % = _  #th of a'e of tee bea   =th#%'e&& of a'e of tee bea  _    (_! #$   =0.67××(( ×   〖 ) _   〗 2+0.8 ) ×_×_   &'  )   *   &)   **)    =0.24 _&*,** )- - )_  =  _&*) )  -) , -   =   = _ =15548.01     ( _    /   = 0     /  
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