Cable Design.xlsx

Transcript

Factor  Length / Bridge Span,(L) = Width of the Bridge= Central eflection ( !ag, h )= %nclination of main ca&le to hori'ontal (  )= Lo*e!t +eight of ca&le to irder= +eight of -o*er ( h1 )= al i!tance of S!pendor= 100.00 m 2.00 m "."# m 0.00 degree! 1.20 m #.0 m 1.00 m Lie 3niform Load= 12.00 45 / m ead 3niform Load ( -r!!e! )= ead 3niform Load ( -opping! )= $.00 45 / m 2.60 45 / m %ncli nclin nation of anchor ca&l a&le to hori'ontal ( 7 )= 1$ 1/ 10 or 1/ 1$ 2.2#$ 1. 2 $ 1.$ #$.$" =W, ltimate Load 16. 16.6deg 6degree! Concentrated Loading! 8 i!tance From Left Spport %nten!it9 m 45 m 45 m 45 m 45 m 45 m 45 m 45 m 45 m 45 Solution: SHEAR ( Vertical Reaction )  >=  >= WL/2 ##: ##: 45 :0:.22 45 ( e to -emperatre -emperatre ) HORIZONTAL ( Reaction ) += WL 2 / :h 161"0.61# 161"0.61# 45 162#.#016: 45 ( e to -emperatre ) MAXIMUM TENSION TENSION ( Reaction of Cable ) -?>@= (  >2 A +2 )  0.$0 16"$$. 16"$$.#6 #6 45 14765.23 45 ( e to -emperatre ) %nclination of anchor ca&le to hori'ontal= co!;1 ( + / -ma< ) 7= 16.6 degree! If the Cable is supported by saddle: -!addle= ertical Force of -o*er= -?>@ ( co! 7 )/ co!  1"$1. 1"$1.06 06 45 1"6:1.:$ 45 ( e to -emperatre -emperatre ) -!addle !in  A - ma< !in 7 11$.$2 1$.$2 45 1206.1$ 45 ( e to -emperatre -emperatre ) 2.2#$ If the Cable is supported by pulley: ertical Force of -o*er= -?>@ ( !in 7 A !in  ) 1110$.:# 45 11194.72 K ! "ue to #e$perature % -plle9( hori'ontal )= Bending ?oment of the -o*er= -ma< (co! 7 ; co!  ) 16":.1# 45 16#.2 45 ( e to -emperatre ) -ma< (co! 7 ; co!  ) h1 11$:.$: 45;m 11691.37 K ! "ue to #e$perature % Length of Sag Ca&le = L A (:h 2 /L) 101.1 m L A (:h 2 /L) ; (2h 6 / $L) 101.1# m (L2/:d) (m(1Am 2)0.$0 A ln ( m A (1Am 2)0.$0 101.1# m Length of >nchor Ca&le = 1$.:0 m i!tance of >nchor to -o*er = 1.": m -otal i!tr&ance of Bridge= 12#.# m -otal Length of Ca&le= 12.# m 1$.00 m ( e to >llo*ance ) &roperties of 'n(oated Se)en*+ire, Stressed -elie)ed Strand ! S#/ 416 % Grae !"# ( $%&!# M'a ) 5ominal iameter mm ".$ mm #.6 mm .$ mm 11.11 mm 12.#0 mm 1$.26 mm Breaing Strength 45 60.00 45 "6.$0 45 :.00 45 120.10 45 1"0.10 45 260.20 45 >rea of Strand ?inimm Load D 1E rea of Strand ?inimm Load D 1E =  >= WL/2 16"1.""##2$ 45 16#." 45 ( e to -emperatre ) HORIZONTAL ( Reaction ) += WL 2 / :h 1$.622:1 45 20:.$0"""#$ 45 ( e to -emperatre ) MAXIMUM TENSION ( Reaction of Cable ) -?>@= (  >2 A +2 )  0.$0 2$1."2 45 9323.79 45 ( e to -emperatre ) Sectio %nclination of anchor ca&le to hori'ontal= co!;1 ( + / -ma< ) 7= .0 degree! If the Cable is supported by saddle: -!addle= ertical Force of -o*er= -?>@ ( co! 7 )/ co!  121.66 45 1022.:0 45 ( e to -emperatre ) -!addle  !in  A - ma< !in 7 10$#.0 45 10":1.:# 45 ( e to -emperatre ) If the Cable is supported by pulley: ertical Force of -o*er= -?>@ ( !in 7 A !in  ) :00.$$ 45 067.50 K ! "ue to #e$perature % -plle9( hori'ontal )= Bending ?oment of the -o*er= -ma< (co! 7 ; co!  ) 2$.$6 45 2"16.2 45 ( e to -emperatre ) -ma< (co! 7 ; co!  ) h1 1#"".0: 45;m 17777.17 K*$ ! "ue to #e$perature % Length of Sag Ca&le = L A (:h 2 /L) 160."0 m L A (:h 2 /L) ; (2h 6 / $L) 160."0 m (L2/:d) (m(1Am 2)0.$0 A ln ( m A (1Am 2)0.$0 160."0 m Length of >nchor Ca&le = ."2 m i!tance of >nchor to -o*er = ".:0 m -otal i!tr&ance of Bridge= 1$."0 m -otal Length of Ca&le= 1$.: m 1:6.00 m ( e to >llo*ance ) &roperties of 'n(oated Se)en*+ire, Stressed -elie)ed Strand ! S#/ 416 % Grae !"# ( $%&!# M'a ) 5ominal iameter mm ".$ mm #.6 mm .$ mm 11.11 mm 12.#0 mm 1$.26 mm Breaing Strength 45 60.00 45 "6.$0 45 :.00 45 120.10 45 1"0.10 45 260.20 45 >rea of Strand ?inimm Load D 1E rea of Strand ?inimm Load D 1E 