【《某先简支后连续的预应力混凝土连续梁桥PSC验算分析案例》8800字】

某先简支后连续的预应力混凝土连续梁桥PSC验算分析案例目录TOC\o"1-3"\h\u14568某先简支后连续的预应力混凝土连续梁桥PSC验算分析案例 1225181.1持久状况承载能力极限状态 187461.1.1持久状况正截面抗弯验算 2111071.1.3持久状况斜截面抗剪验算 5323631.1.4持久状况抗扭验算 817021.1.5支反力计算 14168161.2持久状况正常使用极限状态 15200521.2.1使用阶段正截面抗裂验算 1511021.2.2使用阶段腹板斜截面抗裂验算 21202551.3持久状况应力验算 24263971.3.1正截面压应力验算 24147851.3.2斜截面主压应力验算 3297691.3.3预应力钢筋拉应力验算 36223781.4短暂状况应力验算 391.1持久状况承载能力极限状态如左边跨，左边跨L/4处，左边跨L/2处，左边跨3L/4中跨左支点，中跨L/4处，中跨L/2处等1.1.1持久状况正截面抗弯验算图6-1持久状况正截面抗弯验算包络图在验算过程中，左中支座处附近构件的验算结果显示不通过,由于是单梁模型并没有考虑横隔梁，在实际工程中设有很强的横隔梁并且会进行偏安全地设计计算，所以中支座处验算可以不予考虑。其余各构件处按照《公路钢筋混凝土及预应力混凝土桥涵设计规范》第5.1.2-1条验算，结构的重要性系数×作用效应的组合设计最大值<构件承载力设计值，验算结果满足规范要求。具体单元验算数据如下表6-1：表6-1持久状况正截面抗弯验算构件验算位置最小/最大组合名称组成结果安全系数rMu

(kN.m)Mn

(kN.m)Mn(包)

(kN.m)受压区高度x

(m)ξb*h0

(m)2a'

(m)构件-11.000[1]Max基本7My-MaxOK575.3926-8.45684865.9897691.242OK0.28960.47740.1构件-11.000[1]Min基本2My-MinOK22.5801-215.4994865.9894865.989OK0.28960.47740.1构件-60.000[6]Max基本5My-MaxOK1.49468040.76812017.4212017.42OK0.120.56220.1构件-60.000[6]Min基本12My-MinOK3.18373774.61912017.421394.404OK0.120.56220.1构件-61.000[6]Max基本5My-MaxOK1.28810020.1112905.8612905.86OK0.120.60080.1构件-61.000[6]Min基本12My-MinOK2.77664648.06812905.86929.4094OK0.120.60080.11构件-90.000[9]Max基本5My-MaxOK1.048512874.7213499.6613499.66OK0.120.62630.11构件-90.000[9]Min基本12My-MinOK2.37715679.02213499.66455.5336OK0.120.62630.11构件-91.000[9]Max基本5My-MaxOK1.037713009.2413499.6613499.66OK0.120.62630.11构件-91.000[9]Min基本12My-MinOK2.46135484.69113499.66458.7541OK0.120.62630.1构件-140.000[14]Max基本5My-MaxOK1.37078981.46512317.8512317.85OK0.12950.57580.1构件-140.000[14]Min基本12My-MinOK5.19162372.63112317.851311.607OK0.12950.57580.1构件-141.000[14]Max基本5My-MaxOK1.67256571.68210999.4510999.45OK0.17890.51930.1构件-141.000[14]Min基本12My-MinOK11.4565668.394410999.455251.925OK0.17890.51930.1构件-180.000[18]Max基本11My-MaxOK52.3465129.45676771.66771.6OK0.17170.46850.1构件-180.000[18]Min基本6My-MinOK1.9466-6609.312865.9112865.91OK0.61670.6280.1构件-181.000[18]Max基本11My-MaxOK179.6194-72.161412961.586672.981OK0.61670.63040.11构件-181.000[18]Min基本6My-MinOK1.8573-6978.812961.5812961.58OK0.61670.63040.11构件-220.000[22]Max基本11My-MaxOK39.472-311.99212512.336122.924OK0.56640.63970.1构件-220.000[22]Min基本6My-MinOK1.6723-7481.8912512.3312512.33OK0.56640.63970.11构件-221.000[22]Max基本11My-MaxOK93.3459-133.16112430.046215.289OK0.56640.63760.1构件-221.000[22]Min基本6My-MinOK1.7331-7172.1712430.0412430.04OK0.56640.63760.11构件-270.000[27]Max基本5My-MaxOK1.63336103.789969.3459969.345OK0.12950.52760.1构件-270.000[27]Min基本12My-MinOK57.3695-92.48195305.6375305.637OK0.40720.67650.11构件-271.000[27]Max基本5My-MaxOK1.33788293.98911091.0911091.09OK0.11770.58230.1构件-271.000[27]Min基本12My-MinOK7.76581428.83611091.091102.491OK0.11770.58230.1构件-310.000[31]Max基本5My-MaxOK1.076411151.7712003.7712003.77OK0.120.62940.1构件-310.000[31]Min基本12My-MinOK3.4253504.7112003.77538.3889OK0.120.62940.1构件-311.000[31]Max基本5My-MaxOK1.04511492.112009.3712009.37OK0.120.62970.1构件-311.000[31]Min基本12My-MinOK3.12513842.8812009.37538.1721OK0.120.62970.11.1.3持久状况斜截面抗剪验算图6-2持久状况斜截面抗剪验算包络图结论：按照《桥规》第5.1.2-1条EQγ\s\do4(0)S≤R验算，结构的重要性系数*作用效应的组合设计最大值≤构件承载力设计值，满足规范要求；按照《桥规》第5.2.11条进行抗剪截面验算，满足规范要求。具体单元验算数据如下表6-3：表6-2持久状况斜截面抗剪验算构件验算位置最小/最大组合名称组成结果安全系数rVd

(kN)Vn

(kN)截面验算构造验算构件-10.000[1]Max基本7Fz-MaxOK99999-0.00073684.648OK跳过构件-10.000[1]Min基本2Fz-MinOK99999-0.01963684.648OK跳过构件-11.000[1]Max基本2Fz-MaxOK99999498.64692927.414OK跳过构件-11.000[1]Min基本7Fz-MinOK9999933.82662927.414OK跳过构件-60.000[6]Max基本12Fz-MaxOK99999-389.1692981.554OK跳过构件-60.000[6]Min基本5Fz-MinOK2.553-1169.82981.554OK验算构件-61.000[6]Max基本12Fz-MaxOK99999-225.1143122.595OK跳过构件-61.000[6]Min基本5Fz-MinOK3.2228-968.8933122.595OK验算构件-90.000[9]Max基本12Fz-MaxOK99999218.60593261.681OK跳过构件-90.000[9]Min基本5Fz-MinOK99999-441.5673261.681OK跳过构件-91.000[9]Max基本6Fz-MaxOK99999462.06623261.681OK跳过构件-91.000[9]Min基本11Fz-MinOK99999-213.2723261.681OK跳过构件-140.000[14]Max基本6Fz-MaxOK2.5451188.4653024.636OK验算构件-140.000[14]Min基本11Fz-MinOK99999378.61223024.636OK跳过构件-141.000[14]Max基本6Fz-MaxOK2.091420.8472969.596OK验算构件-141.000[14]Min基本11Fz-MinOK5.3053559.74582969.596OK验算构件-180.000[18]Max基本6Fz-MaxOK1.95791999.283914.455OK验算构件-180.000[18]Min基本11Fz-MinOK99999990.83763914.455OK跳过构件-181.000[18]Max基本6Fz-MaxOK1.94362020.2793921.622OK验算构件-181.000[18]Min基本11Fz-MinOK999991005.2923921.622OK跳过构件-220.000[22]Max基本11Fz-MaxOK99999-909.253912.372OK跳过构件-220.000[22]Min基本6Fz-MinOK2.0155-1941.193912.372OK验算构件-221.000[22]Max基本11Fz-MaxOK99999-894.7963901.844OK跳过构件-221.000[22]Min基本6Fz-MinOK2.0325-1919.693901.844OK验算构件-270.000[27]Max基本11Fz-MaxOK99999-475.9452945.307OK跳过构件-270.000[27]Min基本6Fz-MinOK2.2579-1304.462945.307OK验算构件-271.000[27]Max基本11Fz-MaxOK99999-281.0243005.626OK跳过构件-271.000[27]Min基本6Fz-MinOK2.819-1061.23005.626OK验算构件-310.000[31]Max基本11Fz-MaxOK99999128.80733231.785OK跳过构件-310.000[31]Min基本6Fz-MinOK99999-564.7883231.785OK跳过构件-311.000[31]Max基本5Fz-MaxOK99999330.77283233.015OK跳过构件-311.000[31]Min基本12Fz-MinOK99999-330.5523233.015OK跳过1.1.4持久状况抗扭验算图6-3持久状况抗扭验算(扭矩)包络图图6-4持久状况抗扭验算(剪力)包络图结论：按照《桥规》第5.1.2-1条公式EQγ\s\do4(0)S≤R验算，结构的重要性系数*作用效应的组合设计最大值≤构件承载力设计值，满足规范要求；按照《桥规》第5.5.3条进行截面验算，满足规范要求；具体单元验算数据如下表6-3：表6-3持久状况抗扭验算构件验算位置最小/最大组合名称组成结果安全系数(扭)rTd

(kN.m)Tn

(kN.m)安全系数(剪)rVd

(kN)Vn

(kN)截面验算抗扭验算构件-10.000[1]T-Max基本12Mx-MaxOK999990163.7763999990.01952947.718OK跳过构件-10.000[1]V-Max基本12Fz-MaxOK999990163.7763999990.00072947.718OK跳过构件-10.000[1]V-Min基本6Fz-MinOK999990163.7763999990.01962947.718OK跳过构件-11.000[1]T-Max基本12Mx-MaxOK999990163.77639999933.82661954.342OK跳过构件-11.000[1]V-Max基本6Fz-MaxOK999990163.776399999498.64691954.342OK跳过构件-11.000[1]V-Min基本12Fz-MinOK999990163.77639999933.82661954.342OK跳过构件-60.000[6]T-Max基本12Mx-MaxOK99999047.4342.1102992.82582095.042OK验算构件-60.000[6]V-Max基本12Fz-MaxOK99999047.43499999389.16932095.042OK跳过构件-60.000[6]V-Min基本5Fz-MinOK99999047.4341.79091169.7992095.042OK验算构件-61.000[6]T-Max基本12Mx-MaxOK99999047.4342.8416811.22842319.415OK验算构件-61.000[6]V-Max基本12Fz-MaxOK99999047.43499999225.1142319.415OK跳过构件-61.000[6]V-Min基本5Fz-MinOK99999047.4342.3939968.89262319.415OK验算构件-90.000[9]T-Max基本12Mx-MaxOK99999047.43499999380.42092613.345OK跳过构件-90.000[9]V-Max基本12Fz-MaxOK99999047.43499999218.60592613.345OK跳过构件-90.000[9]V-Min基本5Fz-MinOK99999047.43499999441.56732613.345OK跳过构件-91.000[9]T-Max基本12Mx-MaxOK99999047.43499999138.35232613.345OK跳过构件-91.000[9]V-Max基本6Fz-MaxOK99999047.43499999462.06622613.345OK跳过构件-91.000[9]V-Min基本11Fz-MinOK99999047.43499999213.27182613.345OK跳过构件-140.000[14]T-Max基本12Mx-MaxOK99999055.604299999453.53142151.151OK跳过构件-140.000[14]V-Max基本6Fz-MaxOK99999055.60421.81421188.4652151.151OK验算构件-140.000[14]V-Min基本11Fz-MinOK99999055.604299999378.61222151.151OK跳过构件-141.000[14]T-Max基本12Mx-MaxOK99999055.60423.0755634.6651951.89OK验算构件-141.000[14]V-Max基本6Fz-MaxOK99999055.60421.37381420.8471951.89OK验算构件-141.000[14]V-Min基本11Fz-MinOK99999055.60423.4871559.74581951.89OK验算构件-180.000[18]T-Max基本12Mx-MaxOK999990177.00252.5721065.7572741.106OK验算构件-180.000[18]V-Max基本6Fz-MaxOK999990177.00251.3711999.282741.106OK验算构件-180.000[18]V-Min基本11Fz-MinOK999990177.00252.7665990.83762741.106OK验算构件-181.000[18]T-Max基本12Mx-MaxOK999990177.00252.54661080.2112750.84OK验算构件-181.000[18]V-Max基本6Fz-MaxOK999990177.00251.36162020.2792750.84OK验算构件-181.000[18]V-Min基本11Fz-MinOK999990177.00252.73641005.2922750.84OK验算构件-220.000[22]T-Max基本12Mx-MaxOK999990177.00251.60651731.0152788.93OK验算构件-220.000[22]V-Max基本11Fz-MaxOK999990177.002599999909.24962788.93OK跳过构件-220.000[22]V-Min基本6Fz-MinOK999990177.00251.43671941.1872788.93OK验算构件-221.000[22]T-Max基本12Mx-MaxOK999990177.00251.6191717.4052780.507OK验算构件-221.000[22]V-Max基本11Fz-MaxOK999990177.002599999894.79562780.507OK跳过构件-221.000[22]V-Min基本6Fz-MinOK999990177.00251.44841919.6912780.507OK验算构件-270.000[27]T-Max基本12Mx-MaxOK99999055.60421.86361182.172203.102OK验算构件-270.000[27]V-Max基本11Fz-MaxOK99999055.604299999475.94461981.701OK跳过构件-270.000[27]V-Min基本6Fz-MinOK99999055.60421.51921304.4651981.701OK验算构件-271.000[27]T-Max基本12Mx-MaxOK99999055.60422.3262937.06912179.828OK验算构件-271.000[27]V-Max基本11Fz-MaxOK99999055.604299999281.02412179.828OK跳过构件-271.000[27]V-Min基本6Fz-MinOK99999055.60422.04451061.2042179.828OK验算构件-310.000[31]T-Max基本12Mx-MaxOK99999047.43499999514.05882532.369OK跳过构件-310.000[31]V-Max基本11Fz-MaxOK99999047.43499999128.80732532.369OK跳过构件-310.000[31]V-Min基本6Fz-MinOK99999047.43499999564.78812532.369OK跳过构件-311.000[31]T-Max基本12Mx-MaxOK99999047.43499999309.28922581.412OK跳过构件-311.000[31]V-Max基本5Fz-MaxOK99999047.43499999330.77282581.412OK跳过构件-311.000[31]V-Min基本12Fz-MinOK99999047.43499999330.5522581.412OK跳过1.1.5支反力计算表6-4支反力计算表支座节点荷载Fx（KN）Fy(KN)Fz(KN)Mx(kN.m)My(kN.m)Mz(kN.m)64应力4001327.7700071应力4001327.7600066应力5002667.4300069应力5002667.560001.2持久状况正常使用极限状态1.2.1使用阶段正截面抗裂验算全预应力混凝土构件，在作用（荷载）频遇效应组合下，应符合下列条件：预制构件：σst-0.85σpc≤0分段浇筑或砂浆接缝的纵向分块构件：σst-0.80σpc≤0A类预应力混凝土构件，在作用（荷载）频遇效应组合下，应符合下列条件：σst-σpc≤0.7ftkA类预应力混凝土构件，在作用（荷载）准永久效应组合下，应符合下列条件：σlt-σpc≤0B类预应力混凝土构件，在结构自重作用下控制截面受拉边缘不得消压：σt-σpc≤0图6-5使用阶段正截面抗裂验算（频遇-顶）包络图图6-6使用阶段正截面抗裂验算（频遇-底）包络图结论：按照《桥规》第1.3.1-3条公式EQσ\s\do4(st)-σ\s\do4(pc)≤0.7f\s\do4(tk)验算：顶缘EQσ\s\do4(st)-σ\s\do4(pc)=1.120MPa(拉应力)≤EQ0.7f\s\do4(tk)=1.855MPa(拉应力)，满足规范要求；底缘EQσ\s\do4(st)-σ\s\do4(pc)=0.869MPa(拉应力)≤EQ0.7f\s\do4(tk)=1.855MPa(拉应力)，满足规范要求；具体单元验算数据如下表6-5：表6-5使用阶段正截面抗裂验算构件验算位置频遇/准永久组合名称组成结果安全系数Sig_T

(kN/m^2)Sig_B

(kN/m^2)Sig_TL(1)

(kN/m^2)Sig_TR(2)

(kN/m^2)Sig_BR(3)

(kN/m^2)Sig_BL(4)

(kN/m^2)Sig_MAX

(kN/m^2)Sig_ALW

(kN/m^2)构件-10.000[1]频遇效应频遇5Fx-MaxOK1.6558-1120.31-312.491-1120.31-1120.31-312.491-312.491-1120.31-1855构件-10.000[1]准永久效应准永久3Fx-MaxOK00.08030.08030.08030.08030.08030.08030.08030构件-11.000[1]频遇效应频遇5Fy-MinOK999991035.0527210.7641035.0521035.0527210.7647210.7641035.052-1855构件-11.000[1]准永久效应准永久3Fx-MinOK35.92212200.9447463.0282200.9442200.9447463.0287463.0282200.9440构件-60.000[6]频遇效应频遇5Fx-MinOK999992348.769187.892348.762348.769187.899187.892348.76-1855构件-60.000[6]准永久效应准永久3Fx-MinOK0.32383475.3459390.5513475.3453475.3459390.5519390.5513475.3450构件-61.000[6]频遇效应频遇5Fx-MinOK999992451.399159.4622451.3892451.3899159.4629159.4622451.389-1855构件-61.000[6]准永久效应准永久3Fx-MinOK0.43493607.2299321.1013607.2283607.2289321.19321.13607.2280构件-90.000[9]频遇效应频遇5Fx-MinOK999993153.7758532.9113153.7753153.7758532.9118532.9113153.775-1855构件-90.000[9]准永久效应准永久3Fx-MinOK0.46584363.4578612.1284363.4564363.4568612.1288612.1284363.4560构件-91.000[9]频遇效应频遇5Fx-MinOK999993001.3478811.5053001.3473001.3478811.5068811.5063001.347-1855构件-91.000[9]准永久效应准永久3Fx-MinOK0.4844239.5148853.2484239.5144239.5148853.2498853.2494239.5140构件-140.000[14]频遇效应频遇5Fy-MinOK99999175.915711441.43321.7799321.779911441.4311441.43175.9157-1855构件-140.000[14]准永久效应准永久3Fx-MinOK0.66511534.02611358.021582.8211582.82111358.0211358.021534.0260构件-141.000[14]频遇效应频遇5My-MinOK999992638.80811137.612772.4132772.41311137.6111137.612638.808-1855构件-141.000[14]准永久效应准永久3Fx-MinOK999994015.9911008.24048.5264048.52611008.211008.24015.990构件-180.000[18]频遇效应频遇5Fy-MinOK999992934.2839751.1182934.2842934.2849751.1189751.1182934.283-1855构件-180.000[18]准永久效应准永久3Fx-MinOK2.89584549.1529411.5324549.1524549.1529411.5329411.5324549.1520构件-181.000[18]频遇效应频遇5Fy-MinOK999992803.3159951.442803.3152803.3159951.4419951.4412803.315-1855构件-181.000[18]准永久效应准永久3Fx-MinOK2.68554435.9329585.3494435.9324435.9329585.3499585.3494435.9320构件-220.000[22]频遇效应频遇5Fy-MinOK999992078.2749929.6362078.2742078.2749929.6369929.6362078.274-1855构件-220.000[22]准永久效应准永久3Fx-MinOK2.28273727.299537.7223727.293727.299537.7229537.7223727.290构件-221.000[22]频遇效应频遇5Fy-MinOK999992191.8029753.6652191.8022191.8029753.6659753.6652191.802-1855构件-221.000[22]准永久效应准永久3Fx-MinOK2.41733822.3049389.3553822.3043822.3049389.3559389.3553822.3040构件-270.000[27]频遇效应频遇5Fy-MinOK999992053.15210673.912187.622187.6210673.9110673.912053.152-1855构件-270.000[27]准永久效应准永久3Fx-MinOK999993170.89210994.653201.8793201.87910994.6510994.653170.8920构件-271.000[27]频遇效应频遇5My-MinOK4.4547-411.41410951.67-264.4-264.410951.6710951.67-411.414-1855构件-271.000[27]准永久效应准永久3Fx-MinOK0.8527588.492911468.34641.9606641.960611468.3411468.34588.49290构件-310.000[31]频遇效应频遇5My-MinOK999991431.9189419.6381431.9181431.9189419.6399419.6391431.918-1855构件-310.000[31]准永久效应准永久3Fx-MinOK0.68892092.62810317.82092.6282092.62810317.810317.82092.6280构件-311.000[31]频遇效应频遇5My-MinOK999991711.4099044.4981711.411711.419044.4989044.4981711.409-1855构件-311.000[31]准永久效应准永久3Fx-MinOK0.66492341.3579988.7452341.3572341.3579988.7469988.7462341.35701.2.2使用阶段腹板斜截面抗裂验算对于全预应力混凝土构件，应符合下列条件：预制构件：σtp≤0.6ftk现场浇筑（包括预制拼装）构件：σtp≤0.4ftk对于A类预应力混凝土构件，应符合下列条件：预制构件：σtp≤0.7ftk对于B类预应力混凝土构件，应符合下列条件：预制构件：σtp≤0.7ftk现场浇筑（包括预制拼装）构件：σtp≤0.5ftk图6-7使用阶段腹板斜截面抗裂验算包络图具体单元验算数据如下表6-6：表6-6使用阶段腹板斜截面抗裂验算构件验算位置组合名称组成结果安全系数Sig_P5

(kN/m^2)Sig_P6

(kN/m^2)Sig_P7

(kN/m^2)Sig_P8

(kN/m^2)Sig_P9

(kN/m^2)Sig_P10

(kN/m^2)Sig_MAX

(kN/m^2)Sig_AP

(kN/m^2)构件-10.000[1]频遇1Mz-MinOK2.834-551.866-551.866-654.551-654.55100-654.551-1855构件-11.000[1]频遇4Fx-MinOK9.3679-198.017-198.017-189.094-189.094-60.2239-60.2239-198.017-1855构件-60.000[6]频遇4Fz-MinOK35.9726-51.5671-51.5671-49.8136-49.8136-9.8124-9.8124-51.5671-1855构件-61.000[6]频遇4Fz-MinOK31.0586-59.1469-59.1469-59.7258-59.7258-12.3384-12.3384-59.7258-1855构件-90.000[9]频遇4Mz-MinOK58.1094-27.0422-27.0422-31.9226-31.9226-7.9068-7.9068-31.9226-1855构件-91.000[9]频遇5Fz-MinOK87.8078-11.8497-11.8497-21.1257-21.1257-8.1432-8.1432-21.1257-1855构件-140.000[14]频遇5Fx-MinOK30.8201-60.1881-60.1881-53.1574-53.1574-11.4192-11.4192-60.1881-1855构件-141.000[14]频遇5Fz-MinOK70.3473-21.3692-21.3692-25.9602-25.9602-1.6474-1.6474-21.3692-1855构件-180.000[18]频遇4Fx-MinOK19.7731-29.5826-29.5826-93.8144-93.8144-42.3875-42.3875-93.8144-1855构件-181.000[18]频遇4Fx-MinOK18.9052-30.7565-30.7565-98.1214-98.1214-43.8441-43.8441-98.1214-1855构件-220.000[22]频遇4Mz-MinOK15.0025-49.4081-49.4081-123.646-123.646-43.5703-43.5703-123.646-1855构件-221.000[22]频遇4Mz-MinOK15.6336-47.3677-47.3677-118.655-118.655-42.3814-42.3814-118.655-1855构件-270.000[27]频遇4Mz-MinOK41.1946-40.1562-40.1562-37.5533-37.5533-7.2767-7.2767-40.1562-1855构件-271.000[27]频遇4Mx-MinOK18.5669-99.9088-99.9088-74.3198-74.3198-10.744-10.744-99.9088-1855构件-310.000[31]频遇4Fz-MinOK34.4651-50.4182-50.4182-53.8226-53.8226-11.5312-11.5312-53.8226-1855构件-311.000[31]频遇4Fz-MinOK123.4245-9.7775-9.7775-15.0294-15.0294-5.9546-5.9546-15.0294-18551.3持久状况应力验算在此部分由于验算的篇幅不是很大，所以取一半单元的验算结果。1.3.1正截面压应力验算按《桥规》第7.1.5-1条公式，荷载取其标准值，汽车荷载考虑冲击系数。受压区混凝土的最大压应力：未开裂构件：σkc+σpc≤0.5fck允许开裂构件：σcc≤0.5fck图6-8使用阶段正截面压应力验算(顶)包络图图6-9使用阶段正截面压应力验算(底)包络图结论：按照《桥规》第7.1.5-1条公式EQσ\s\do4(kc)+σ\s\do4(pc)≤0.5f\s\do4(ck)验算：顶缘EQσ\s\do4(kc)+σ\s\do4(pc)=12.523MPa≤EQ0.5f\s\do4(ck)=11.200MPa，满足规范要求；底缘EQσ\s\do4(kc)+σ\s\do4(pc)=13.493MPa≤EQ0.5f\s\do4(ck)=11.200MPa，满足规范要求；具体单元验算数据如下表6-7：表6-7使用阶段正截面压应力验算构件验算位置组合名称组成结果安全系数Sig_T

(kN/m^2)Sig_B

(kN/m^2)Sig_TL(1)

(kN/m^2)Sig_TR(2)

(kN/m^2)Sig_BR(3)

(kN/m^2)Sig_BL(4)

(kN/m^2)Sig_MAX

(kN/m^2)Sig_ALW

(kN/m^2)构件-10.000[1]应力4Fx-MinOK5.78092802.344782.79742802.3442802.344782.7974782.79742802.34416200构件-11.000[1]应力4My-MinOK1.93574907.9278369.1444907.9274907.9278369.1448369.1448369.14416200构件-20.000[2]应力4Fx-MinOK1.93434913.7628375.0144913.7624913.7628375.0148375.0148375.01416200构件-21.000[2]应力4Fx-MinOK1.96275007.1828253.8845007.1825007.1828253.8848253.8848253.88416200构件-30.000[3]应力4My-MinOK1.96615021.9278239.7065021.9275021.9278239.7068239.7068239.70616200构件-31.000[3]应力4Fy-MinOK1.8295592.5528857.4155592.5525592.5528857.4158857.4158857.41516200构件-40.000[4]应力4Fy-MinOK1.83835619.4088812.6575619.4085619.4088812.6588812.6588812.65816200构件-41.000[4]应力4Fy-MinOK1.58976069.96310190.596069.9626069.96210190.5910190.5910190.5916200构件-50.000[5]应力4Fx-MinOK1.5936061.84110169.496061.8416061.84110169.4910169.4910169.4916200构件-51.000[5]应力4Fx-MinOK1.63926300.89883.0636300.86300.89883.0629883.0629883.06316200构件-60.000[6]应力4Fx-MinOK1.63916301.039883.4156301.036301.039883.4159883.4159883.41516200构件-61.000[6]应力4Fx-MaxOK1.596810145.034263.47110145.0310145.034263.474263.4710145.0316200构件-70.000[7]应力4Fx-MaxOK1.596710145.644264.00810145.6410145.644264.0084264.00810145.6416200构件-71.000[7]应力4Fx-MaxOK1.423911377.172677.35211377.1711377.172677.3522677.35211377.1716200构件-80.000[8]应力4Fx-MaxOK1.423911377.172677.35211377.1711377.172677.3522677.35211377.1716200构件-81.000[8]应力4Fx-MaxOK1.315412315.971461.59912315.9712315.971461.5991461.59912315.9716200构件-90.000[9]应力4Fx-MaxOK1.315412315.971461.59912315.9712315.971461.5991461.59912315.9716200构件-91.000[9]应力4Fx-MaxOK1.293612523.061209.10812523.0612523.061209.1091209.10912523.0616200构件-100.000[10]应力4Fx-MaxOK1.293612523.061209.10812523.0612523.061209.1091209.10912523.0616200构件-101.000[10]应力4Fx-MaxOK1.342612061.221810.24312061.2212061.221810.2431810.24312061.2216200构件-110.000[11]应力4Fx-MaxOK1.342612061.221810.22112061.2212061.221810.2221810.22212061.2216200构件-111.000[11]应力5Fx-MinOK1.4301805.579411328.26805.5796805.579611328.2511328.2511328.2616200构件-120.000[12]应力5Fx-MinOK1.4301805.579411328.26805.5796805.579611328.2511328.2511328.2616200构件-121.000[12]应力5Fx-MinOK1.3293108.560212181.53108.5604108.560412181.5312181.5312181.5316200构件-130.000[13]应力5Fy-MinOK1.3298-47.370612182.2-47.3709-47.370912182.212182.212182.216200构件-131.000[13]应力5Fy-MinOK1.3265-693.17612212.87-513.411-513.41112212.8712212.8712212.8716200构件-140.000[14]应力5Fy-MinOK1.3161-651.55312308.75-471.488-471.48812308.7512308.7512308.7516200构件-141.000[14]应力5Fy-MinOK1.3381758.127121081921.0631921.06312108121081210816200构件-150.000[15]应力5Fy-MinOK1.33821751.32612101.231919.2631919.26312101.2312101.2312101.2316200构件-151.000[15]应力5Fy-MinOK1.20281010.40913468.821179.9751179.97513468.8213468.8213468.8216200构件-160.000[16]应力5Fx-MinOK1.20061035.49813493.291205.0611205.06113493.2913493.2913493.2916200构件-161.000[16]应力4Fx-MaxOK1.312112341.734253.31112199.612199.64253.3114253.31112341.7316200构件-170.000[17]应力4Fx-MaxOK1.313212331.064292.27712189.0612189.064292.2774292.27712331.0616200构件-171.000[17]应力4Fx-MaxOK1.395911605.794118.97411605.7911605.794118.9744118.97411605.7916200构件-180.000[18]应力4My-MaxOK1.396611599.644131.06711599.6411599.644131.0674131.06711599.6416200构件-181.000[18]应力4My-MaxOK1.405111529.114233.57311529.1111529.114233.5734233.57311529.1116200构件-190.000[19]应力4My-MaxOK1.405111529.124233.58211529.1211529.124233.5824233.58211529.1216200构件-191.000[19]应力5Fy-MinOK1.40091369.61111563.691369.611369.6111563.6911563.6911563.6916200构件-200.000[20]应力4Fx-MaxOK1.92258421.359-1308.898421.3598421.359-1308.89-1308.898421.35916200构件-201.000[20]应力4Fx-MaxOK2.01118055.401-728.548055.4018055.401-728.54-728.548055.40116200构件-210.000[21]应力4Fz-MaxOK2.01118055.401-728.548055.4028055.402-728.54-728.548055.40216200构件-211.000[21]应力4Fz-MaxOK1.93068391.032-1255.058391.0338391.033-1255.05-1255.058391.03316200构件-220.000[22]应力5Fy-MinOK1.4227743.660911381.48743.661743.66111381.4811381.4811381.4816200构件-221.000[22]应力5Fy-MinOK1.4484874.324211184.52874.3239874.323911184.5211184.5211184.5216200构件-230.000[23]应力5Fy-MinOK1.4484874.314511184.51874.3145874.314511184.5111184.5111184.5116200构件-231.000[23]应力4Fz-MaxOK1.470411017.713881.44911017.7111017.713881.4493881.44911017.7116200构件-240.000[24]应力4Fx-MaxOK1.469411024.693874.85411024.6911024.693874.8543874.85411024.6916200构件-241.000[24]应力4Fx-MaxOK1.371811809.713865.46711662.5511662.553865.4683865.46811809.7116200构件-250.000[25]应力4Fx-MaxOK1.370411821.63829.22211674.3111674.313829.2223829.22211821.616200构件-251.000[25]应力5Fx-MinOK1.2162285.953713319.79451.6621451.662113319.7913319.7913319.7916200构件-260.000[26]应力5Fy-MinOK1.2183261.709613297.08432.4268432.426813297.0813297.0813297.0816200构件-261.000[26]应力5Fy-MinOK1.36721055.61611848.911219.7761219.77611848.9111848.9111848.9116200构件-270.000[27]应力5Fy-MinOK1.3671057.42811850.71221.5871221.58711850.711850.711850.716200构件-271.000[27]应力5My-MinOK1.3459-1369.7812031.75-1188.07-1188.0712031.7512031.7512031.7516200构件-280.000[28]应力5My-MinOK1.3532-848.6511971.19-848.65-848.6511971.1911971.1911971.1916200构件-281.000[28]应力5My-MinOK1.371-1261.911811.23-1081.66-1081.6611811.2311811.2311811.2316200构件-290.000[29]应力5My-MinOK1.3562-779.93511944.83-779.935-779.93511944.8311944.8311944.8316200构件-291.000[29]应力5My-MinOK1.4506-159.6811167.88-159.68-159.6811167.8811167.8811167.8816200构件-300.000[30]应力5My-MinOK1.4506-159.6811167.88-159.68-159.6811167.8811167.8811167.8816200构件-301.000[30]应力4My-MaxOK1.44911180.381417.3711180.3811180.381417.3691417.36911180.3816200构件-310.000[31]应力4My-MaxOK1.44911180.381417.38711180.3811180.381417.3881417.38811180.3816200构件-311.000[31]应力4My-MaxOK1.410711484.051013.80811484.0511484.051013.8081013.80811484.05162001.3.2斜截面主压应力验算按《桥规》第7.1.6条公式，混凝土的主压应力应符合下式规定：σcp≤0.6fck；图6-10使用阶段斜截面主压应力包络图结论：按照《桥规》第7.1.6-1条公式验算：EQσ\s\do4(cp)=13.493MPa≤EQ0.60f\s\do4(ck)=19.440MPa，满足规范要求；具体单元验算数据如下表6-8：表6-8使用阶段斜截面主压应力验算构件验算位置组合名称组成结果安全系数Sig_P1

(kN/m^2)Sig_P2

(kN/m^2)Sig_P3

(kN/m^2)Sig_P4

(kN/m^2)Sig_P5

(kN/m^2)构件-10.000[1]应力4NoneOK1.9372802.3442802.344782.7974782.79740构件-11.000[1]应力4My-MinOK2.32284907.9274907.9278369.1448369.1442312.688构件-20.000[2]应力4Fy-MinOK2.32124913.7624913.7628375.0148375.0142351.977构件-21.000[2]应力4Fy-MinOK2.35535007.1825007.1828253.8848253.8842405.203构件-30.000[3]应力4My-MinOK1.5162983.432983.43573.0953573.09530.1862构件-31.000[3]应力4My-MinOK5.19463742.3243742.324001.9001构件-40.000[4]应力4My-MinOK5.16153761.3753761.375002.5402构件-41.000[4]应力4My-MinOK4.31794502.2174502.21700379.6284构件-50.000[5]应力4Fy-MinOK1.91166061.8416061.84110169.4910169.493575.342构件-51.000[5]应力4My-MinOK1.9676300.86300.89883.0629883.0623685.822构件-60.000[6]应力4My-MinOK1.96696301.036301.039883.4159883.4153681.706构件-61.000[6]应力4My-MinOK1.916210145.0310145.034263.474263.476119.321构件-70.000[7]应力4Fz-MinOK1.916110145.6410145.644264.0084264.0086119.917构件-71.000[7]应力4My-MinOK1.708711377.1711377.172677.3522677.3526960.539构件-80.000[8]应力4My-MinOK1.708711377.1711377.172677.3522677.3526960.539构件-81.000[8]应力4Fz-MinOK1.578412315.9712315.971461.5981461.5987598.66构件-90.000[9]应力4Fz-MinOK1.578412315.9712315.971461.5981461.5987598.66构件-91.000[9]应力4My-MinOK1.552312523.0612523.061209.1091209.1097757.66构件-100.000[10]应力4My-MinOK1.552312523.0612523.061209.1091209.1097757.66构件-101.000[10]应力4Fz-MinOK1.611112061.2212061.221810.2431810.2437477.496构件-110.000[11]应力4Fz-MinOK1.611112061.2212061.221810.2221810.2227477.252构件-111.000[11]应力5Fz-MinOK1.7161805.5797805.579711328.2511328.253879.993构件-120.000[12]应力5Fz-MinOK1.7161805.5797805.579711328.2511328.253879.993构件-121.000[12]应力5My-MinOK1.5952108.5604108.560412181.5312181.533393.965构件-130.000[13]应力5My-MinOK1.59580012182.212182.23901.298构件-131.000[13]应力5My-MinOK1.59180012212.8712212.874079.14构件-140.000[14]应力5My-MinOK1.57940012308.7512308.753441.953构件-141.000[14]应力5My-MinOK1.60551921.0631921.06312108121085375.89构件-150.000[15]应力5My-MinOK1.60581919.2631919.26312101.2312101.235374.095构件-151.000[15]应力5My-MinOK1.44331179.9751179.97513468.8213468.825044.597构件-160.000[16]应力5My-MinOK1.44071205.0611205.06113493.2913493.295034.36构件-161.000[16]应力4My-MinOK1.593512199.612199.64253.3114253.3117380.278构件-170.000[17]应力4Fz-MinOK1.594912189.0612189.064292.2774292.2777391.499构件-171.000[17]应力4Fz-MinOK1.67511605.7911605.794118.9744118.9746765.745构件-180.000[18]应力4My-MinOK1.675911599.6411599.644131.0674131.0676771.06构件-181.000[18]应力4My-MinOK1.686211529.1111529.114233.5734233.5736738.828构件-190.000[19]应力4My-MinOK1.686211529.1211529.124233.5824233.5826737.866构件-191.000[19]应力5My-MinOK1.68111369.611369.6111563.6911563.694995.861构件-200.000[20]应力4My-MinOK2.3078421.368421.36003334.082构件-201.000[20]应力4My-MinOK2.41338055.4018055.401003151.236构件-210.000[21]应力4Fy-MinOK2.41338055.4028055.402002961.857构件-211.000[21]应力4Fy-MinOK2.31688391.0338391.033003141.444构件-220.000[22]应力5Fy-MinOK1.7073743.6609743.660911381.4811381.484543.565构件-221.000[22]应力5Fy-MinOK1.7381874.324874.32411184.5211184.524609.517构件-230.000[23]应力5Fy-MinOK1.7381874.3146874.314611184.5111184.514611.145构件-231.000[23]应力4Fy-MinOK1.764411017.7111017.713881.4493881.4496209.042构件-240.000[24]应力4Mx-MinOK1.763311024.6911024.693874.8543874.8546212.239构件-241.000[24]应力4Mx-MinOK1.666911662.5511662.553865.4683865.4686861.676构件-250.000[25]应力4Mx-MinOK1.665211674.3111674.313829.2223829.2226874.443构件-251.000[25]应力5Mx-MinOK1.4595451.6621451.662113319.7913319.794497.438构件-260.000[26]应力5Fy-MinOK1.462432.4268432.426813297.0813297.084652.56构件-261.000[26]应力5Mx-MinOK1.64071219.7761219.77611848.9111848.914841.617构件-270.000[27]应力5Mx-MinOK1.64041221.5881221.58811850.711850.74848.39构件-271.000[27]应力5Fy-MinOK1.61510012031.7512031.752980.613构件-280.000[28]应力5Fz-MinOK1.62390011971.1911971.192693.825构件-281.000[28]应力5Fz-MinOK1.64520011811.2311811.233015.417构件-290.000[29]应力5Fz-MinOK1.62750011944.8311944.832755.807构件-291.000[29]应力5Fz-MinOK1.74070011167.8811167.883167.706构件-300.000[30]应力5Fz-MinOK1.74070011167.8811167.883167.706构件-301.000[30]应力4Fz-MinOK1.738811180.3811180.381417.3691417.3696614.8构件-310.000[31]应力4Fz-MinOK1.738811180.3811180.381417.3881417.3886614.775构件-311.000[31]应力4Fz-MinOK1.692811484.0511484.051013.8081013.8086833.2861.3.3预应力钢筋拉应力验算按《桥规》7.1.5-2条公式、第7.1.5-3条公式、第7.1.5-4条公式，荷载取其标准值，汽车荷载考虑冲击系数。受拉区预应力钢筋的最大拉应力：1）对体内预应力钢绞线、钢丝未开裂构件：σpe+σp≤0.65fpk允许开裂构件：σpo+σp≤0.65fpk2）对体外预应力钢绞线：σpe,ex≤0.60fpk3）对预应力螺纹钢筋未开裂构件：σpe+σp≤0.75fpk允许开裂构件:σpo+σp≤0.75fpk结论：按照《桥规》第7.1.5-2条公式EQσ\s\do4(pe)+σ\s\do4(p)≤0.65EQf\s\do4(pk),钢绞线1860验算：EQσ\s\do4(pe)+σ\s\do4(p)=1172.071MPa≤EQf\s\do4(pk)=1209.000MPa，满足规范要求；按照《桥规》第7.1.5-2条公式EQσ\s\do4(pe)+σ\s\do4(p)≤0.65EQf\s\do4(pk),钢绞线1860验算：EQσ\s\do4(pe)+σ\s\do4(p)=1168.632MPa≤EQf\s\do4(pk)=1209.000MPa，满足规范要求；按照《桥规》第7.1.5-2条公式EQσ\s\do4(pe)+σ\s\do4(p)≤0.65EQf\s\do4(pk),钢绞线1860验算：EQσ\s\do4(pe)+σ\s\do4(p)=1173.015MPa≤EQf\s\do4(pk)=1209.000MPa，满足规范要求；具体单元验算数据如下表6-9：表6-9预应力钢筋拉应力验算钢束结果安全系数

(控制应力)Sig_DL

(kN/m^2)Sig_ADL

(kN/m^2)安全系数

(最大拉应力)Sig_LL

(kN/m^2)Sig_ALL

(kN/m^2)右边跨N1-1OK1.1113125526013950001.037711650881209000右边跨N1-2OK1.1113125526013950001.037711650881209000右边跨N2-1OK1.1154125063313950001.035311677651209000右边跨N2-2OK1.1154125063313950001.035311677651209000右边跨N3-1OK1.1195124612913950001.032411710741209000右边跨N3-2OK1.1195124612913950001.032411710741209000右边跨N4-1OK1.1233124184613950001.031511720721209000右边跨N4-2OK1.1233124184613950001.031511720721209000右边跨N5-1OK1.1202124529813950001.033911693311209000右边跨N5-2OK1.1202124529813950001.033911693311209000右墩负弯矩T1-1OK1.3831100859613950001.2332980412.71209000右墩负弯矩T1-2OK1.3831100859613950001.2332980412.71209000右墩负弯矩T2-1OK1.3831100859613950001.2332980412.71209000右墩负弯矩T2-2OK1.3831100859613950001.2332980412.71209000右墩负弯矩T3-1OK1.1811118113213950001.056311445211209000右墩负弯矩T3-2OK1.1811118113213950001.056311445211209000右墩负弯矩T3-3OK1.1811118113213950001.056311445211209000中跨N1-1OK1.1113125526113950001.035611674601209000中跨N1-2OK1.1113125526113950001.035611674601209000中跨N2-1OK1.1154125063313950001.03451168