体外预应力加固计算表格

,1)原梁抗弯承载能力校核,,,,《公路桥梁加固设计规范应用计算示例》邬晓光P135例5-1,,,,,,,,

,（1）判断T型截面类型,,,,,,,,,,,,

,受压区高度x,60.8,,T梁截面尺寸（mm）,,,,受拉钢筋,备注,,,钢绞线,备注

,ζbh0,664.2,,b'f,2200,,面积As,6158,HRB335,,"钢绞线距底缘ap,e",-50,1-3*15.24

,,第一类T形截面,,b,180,,设计值fsd,280,,,"面积Ap,e",417,

,,X<ζbh0,,h'f,160,,标准值fsk,335,,,"弹模Ep,e",1.95E+05,

,（2）正截面抗弯承载力计算,,,h,1300,,,,,,"抗拉强度设计值fpd,e",1260,

,Mu（按第一类T型截面抗弯承载力公式计算）,1992.5,,as,114,,,混凝土,备注,,安全系数γp,2.2,

,抗弯承载能力,不满足,,h0,1186,,"标号强度fcu,k",28,,,有效长度le,16322,

,2)加固设计计算,,,,,,fcd,12.88,,,"永存预应力σpe,e",1066.4,

,"（1）体外预应力筋的极限应力σpu,e",,,,,,相对受压区高度ζb,0.56,,,,,

,"预应力筋合力点距顶hp,e",1350,,,,,砼受压区高度折减系数β,0.8,,,,,

,"1、极限应力σpu,e",1149.4,,,,,,,,,,,

,截面中性轴到砼受压区顶面距离C,68.8,,,,,跨中组合弯矩设计值γ0Md,2519,,,,,

,,距离C位于翼缘内假设成立,,,,,,,,,,,

,"抗弯承载力对应σpu,e取值（手动输值）",1149.4,,,,,,,,,,,

,（2）正截面抗弯承载力计算,,,,,,,,,,,,

,受拉区合力点距受拉边缘距离a,78.3,,,,,,,,,,,

,hs,1186,,,,,,,,,,,

,加固后受拉区筋合力点距顶缘h0,1221.7,,,,,,,,,,,

,界面受压区高度x,77.8,,,,,,,,,,,

,ζbhs,664,,,,,,,,,,,

,,第一类T形截面,,,,,,,,,,,

,,X<ζbhs,,,,,,,,,,,

,加固后抗弯承载力Mu,2606.3,,,,,,,,,,,

,,满足,,,,,,,,,,,

,注意,,,,,,,,,,,,

,"1、本计算只适合普通钢筋混凝土T梁，

且加固前后都属于第一类T型截面",,,,,,,,,,,,

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,*****************************************************************************************************************************,,,,,,,,,,,,

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,1)原梁抗弯承载能力校核,,,,《公路桥梁加固设计规范应用计算示例》邬晓光P137例5-2,,,,,,,,

,（1）判断T型截面类型,,,,,,,,,,,,

,受压区高度x,95.5,,T梁截面尺寸（mm）,,,,受拉钢筋,备注,,,钢绞线,备注

,ζbh0,668.6,,b'f,1500,,面积As,7062,HRB335,,"钢绞线距底缘ap,e",80,1-3*15.24

,,第一类T形截面,,b,180,,设计值fsd,280,,,"面积Ap,e",556,

,,X<ζbh0,,h'f,110,,标准值fsk,335,,,"弹模Ep,e",1.95E+05,

,（2）正截面抗弯承载力计算,,,h,1300,,,,,,"抗拉强度设计值fpd,e",1260,

,Mu（按第一类T型截面抗弯承载力公式计算）,2266.5,,as,106,,,混凝土,备注,,安全系数γp,2.2,

,抗弯承载能力,不满足,,h0,1194,,"标号强度fcu,k",30,C30,,有效长度le,19970,

,2)加固设计计算,,,,,,fcd,13.8,,,"永存预应力σpe,e",1089.8,

,"（1）体外预应力筋的极限应力σpu,e",,,,,,相对受压区高度ζb,0.56,,,,,

,"预应力筋合力点距顶hp,e",1220,,,,,砼受压区高度折减系数β,0.8,,,,,

,"2、极限应力σpu,e",1234.2,,,,,,,,,,,

,截面中性轴到砼受压区顶面距离C,135.3,,,,,跨中组合弯矩设计值γ0Md,2519,,,,,

,,距离C位于翼缘外假设成立,,,,,,,,,,,

,"抗弯承载力对应σpu,e取值",1234.2,,,,,,,,,,,

,（2）正截面抗弯承载力计算,,,,,,,,,,,,

,受拉区合力点距受拉边缘距离a,99.3,,,,,,,,,,,

,hs,1194,,,,,,,,,,,

,加固后受拉区筋合力点距顶缘h0,1200.7,,,,,,,,,,,

,界面受压区高度x,265.6,,,,,,,,,,,

,ζbhs,669,,,,,,,,,,,

,,第二类T形截面,,,,,,,,,,,

,,X<ζbhs,,,,,,,,,,,

,加固后抗弯承载力Mu,3000.3,,,,,,,,,,,

,,满足,,,,,,,,,,,

,注意,,,,,,,,,,,,

,1、本计算只适合普通钢筋混凝土T梁，加固前属于第一类T型截面，加固后属于第二类T型截面,,,,,,,,,,,,

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,*****************************************************************************************************************************,,,,,,,,,,,,

,1)原梁抗弯承载能力校核,,,,《公路桥梁加固设计规范应用计算示例》邬晓光P139例5-3,,,,,,,,

,（1）判断T型截面类型,,,,,,,,,,,,

,"受拉区钢筋合力点距底缘asp,i",167.1,,T梁截面尺寸（mm）,,,,受拉钢筋,备注,,,钢绞线,备注

,h0,1612.9,,b'f,2800,,面积As,3563,HRB335,,"钢绞线距底缘ap,i",180,"原结构

预应力

8-7*15.24"

,受压区高度x,188.8,,b,340,,设计值fsd,280,,,"面积Ap,i",7784,

,ζbh0,645.2,,h'f,170,,标准值fsk,335,,,"抗拉强度设计值fpk,i",1860,

,,第二类T形截面,,h,1780,,,,,,"抗拉强度设计值fpd,i",1260,

,,X<ζbh0,,as,40,,,混凝土,备注,,,,

,（2）正截面抗弯承载力计算,,,,,,"标号强度fcu,k",50,C30,,,,

,Mu（按第二类T型截面抗弯承载力公式计算）,16496.5,,,,,fcd,22.4,,,,钢绞线,备注

,抗弯承载能力,不满足,,,,,相对受压区高度ζb,0.4,,,"钢绞线距底缘ap,e",205,"加固用

预应力

2-7*15.24"

,2)加固设计计算,,,,,,砼受压区高度折减系数β,0.8,,,"面积Ap,e",1946,

,"（1）体外预应力筋的极限应力σpu,e",,,,,,,,,,"弹模Ep,e",1.95E+05,

,"预应力筋合力点距顶hp,e",1575,,,,,跨中组合弯矩设计值γ0Md,18146.8,,,"抗拉强度设计值fpd,e",1260,

,"2、极限应力σpu,e",1191.9,,,,,,,,,安全系数γp,2.2,

,截面中性轴到砼受压区顶面距离C,533.9,,,,,,,,,有效长度le,39384,

,,距离C位于翼缘外假设成立,,,,,,,,,"永存预应力σpe,e",1121.6,

,"抗弯承载力对应σpu,e取值",1191.9,,,,,,,,,,,

,（2）正截面抗弯承载力计算,,,,,,,,,,,,

,受拉区合力点距受拉边缘距离a,173.8,,,,,,,,,,,

,hp,1600,,,,,,,,,,,

,加固后受拉区筋合力点距顶缘h0,1606.2,,,,,,,,,,,

,界面受压区高度x,493.3