截面特性計(jì)算（單位：m,）截面號(hào)種類AIYSYXASAX毛截面0.95190.70920.82211.62790.56290.3827跨中截面凈截面0.93030.66100.78791.66210.56300.3673換算截面0.97600.76040.85851.59150.57570.3762預(yù)應(yīng)力損失計(jì)算（單位：力 kN，彎矩kN.m,應(yīng)力單位MPa）截面跨中截面跨中截面跨中

摩擦σ、回縮等σl1l2鋼束號(hào)張拉應(yīng)力σEPθxLuconN113951.95E+050.1397320.225420.22540.25彈性壓縮σ計(jì)算表l4錨固時(shí)預(yù)加縱向軸力Ny0鋼束號(hào)σσ*AcosαNpΣNpepnpepep張拉順序—An=0.930302In=0.661反序N51249.011224.0311224.031224.031.5621N41249.011398.8911398.892622.921.5621N31249.011398.8911398.894021.801.5621N21249.011224.0311224.035245.831.4721N11249.011224.0311224.036469.861.3821收縮徐變?chǔ)襩5EPaEPAPAepiρ19500.005.6520.005180.931.510.842930.0055681Y-SSY-SX靜矩S鋼束號(hào)A0.64810.96380.733710.000980.62080.71060.610520.001120.67690.84390.741830.0011240.0009850.00098∑0.00518單位MPa）k損失σl1損失σl20.001588.157.8壓縮σ計(jì)算表l4計(jì)算應(yīng)力ΣΔσhlMpe=Npe*ypnΣMpe損失的鋼eyj(cm)ΣMpe*epn/In束號(hào)ΣNpe/AnaEP=

換算截面距毛截面重心距上緣YIYI2.1700 1.34792.2600 1.43792.3500 1.52792.3500 1.52792.3500 1.5279(N-1*∑A)=σl4=ny*ΣΔσpc合計(jì)5.6521912.051912.052185.204097.26N41.56211.324.525.8332.982185.206282.46N31.56212.829.6812.5070.671801.898084.35N21.47214.3213.9918.31103.521691.739776.08N11.38215.6416.9022.54127.42123.78ρεφσ損失σpspcl54.200.000221.6729.2663322186.881332截面特性計(jì)算需要對(duì)毛截面重鋼束對(duì)換算鋼束對(duì)換算截N-1對(duì)上緣靜矩截面重心慣心靜矩面重心靜矩矩4.652170.006150.009890.007840.005984.652170.007490.011780.010230.007304.652170.007960.012240.011590.007774.652170.006970.010710.010140.006804.652170.006970.010710.010140.006800.024100.035530.055340.049950.03465收縮損失σpc計(jì)算需要錨固時(shí)預(yù)加縱向軸力 Ny0σσ*AcosαNpΣNpepnMpe=Npe*ypnΣMpepepepAn=0.930302In=0.6609961395.001224.0311224.031224.031.56211912.051912.051362.021398.8911398.892622.921.56212185.204097.261324.331398.8911398.894021.801.56212185.206282.461291.4812