G205宁芜公路养护改善工程B2标江宁镇大桥
预应力钢绞线张拉程序(中跨梁)

一、张拉控制应力计算
N1：δK=0.75Ryb×Ap总×1.01=0.75×1860×3×140×1.01=591.76KN
N2：δK=0.75Ryb×Ap总×1.01=0.75×1860×4×140×1.01=789.01KN
N3：δK=0.75Ryb×Ap总×1.01=0.75×1860×4×140×1.01=789.01KN
（1.01为锚板应力损耗系数）

二、张拉程序
&nbsp&nbsp&nbsp&nbsp&nbsp&nbsp&nbsp&nbsp&nbsp&nbsp&nbsp&nbsp&nbsp0&nbsp&nbsp&nbsp→&nbsp&nbsp&nbsp10%δK&nbsp&nbsp&nbsp→&nbsp&nbsp&nbsp20%δK&nbsp&nbsp&nbsp→&nbsp&nbsp&nbsp100%δK（持荷2min锚固）
N1：&nbsp&nbsp&nbsp&nbsp&nbsp&nbsp&nbsp&nbsp0&nbsp&nbsp&nbsp→&nbsp&nbsp&nbsp59.18KN&nbsp&nbsp→&nbsp&nbsp&nbsp118.35KN&nbsp&nbsp→&nbsp&nbsp&nbsp591.76KN（持荷2min锚固）
N2：&nbsp&nbsp&nbsp&nbsp&nbsp&nbsp&nbsp&nbsp0&nbsp&nbsp&nbsp→&nbsp&nbsp&nbsp78.90KN&nbsp&nbsp→&nbsp&nbsp&nbsp157.80KN&nbsp&nbsp→&nbsp&nbsp&nbsp789.01KN（持荷2min锚固）
N3：&nbsp&nbsp&nbsp&nbsp&nbsp&nbsp&nbsp&nbsp0&nbsp&nbsp&nbsp→&nbsp&nbsp&nbsp78.90KN&nbsp&nbsp→&nbsp&nbsp&nbsp157.80KN&nbsp&nbsp→&nbsp&nbsp&nbsp789.01KN（持荷2min锚固）

三、油表读数

N1：&nbsp
1、1#千斤顶&nbsp&nbsp&nbsp76#油表
0&nbsp&nbsp&nbsp→&nbsp&nbsp&nbsp59.18KN&nbsp&nbsp→&nbsp&nbsp&nbsp118.35KN&nbsp&nbsp→&nbsp&nbsp&nbsp591.76KN
0&nbsp&nbsp&nbsp→&nbsp&nbsp&nbsp2.37MPa&nbsp&nbsp→&nbsp&nbsp&nbsp&nbsp4.43MPa&nbsp&nbsp→&nbsp&nbsp&nbsp20.96MPa

2、0266#千斤顶&nbsp&nbsp&nbsp40387#油表
0&nbsp&nbsp&nbsp→&nbsp&nbsp&nbsp59.18KN&nbsp&nbsp→&nbsp&nbsp&nbsp118.35KN&nbsp&nbsp→&nbsp&nbsp&nbsp591.76KN
0&nbsp&nbsp&nbsp→&nbsp&nbsp&nbsp1.18MPa&nbsp&nbsp→&nbsp&nbsp&nbsp&nbsp2.55MPa&nbsp&nbsp→&nbsp&nbsp&nbsp19.21MPa

N2：&nbsp
1、1#千斤顶&nbsp&nbsp&nbsp76#油表
0&nbsp&nbsp&nbsp→&nbsp&nbsp&nbsp78.90KN&nbsp&nbsp→&nbsp&nbsp&nbsp157.80KN&nbsp&nbsp→&nbsp&nbsp&nbsp789.01KN
0&nbsp&nbsp&nbsp→&nbsp&nbsp&nbsp3.06MPa&nbsp&nbsp→&nbsp&nbsp&nbsp&nbsp5.81MPa&nbsp&nbsp→&nbsp&nbsp&nbsp27.84MPa

2、0266#千斤顶&nbsp&nbsp&nbsp40387#油表
0&nbsp&nbsp&nbsp→&nbsp&nbsp&nbsp78.90KN&nbsp&nbsp→&nbsp&nbsp&nbsp157.80KN&nbsp&nbsp→&nbsp&nbsp&nbsp789.01KN
0&nbsp&nbsp&nbsp→&nbsp&nbsp&nbsp1.58MPa&nbsp&nbsp→&nbsp&nbsp&nbsp&nbsp3.73MPa&nbsp&nbsp→&nbsp&nbsp&nbsp25.67MPa

N3：&nbsp
1、1#千斤顶&nbsp&nbsp&nbsp76#油表
0&nbsp&nbsp&nbsp→&nbsp&nbsp&nbsp78.90KN&nbsp&nbsp→&nbsp&nbsp&nbsp157.80KN&nbsp&nbsp→&nbsp&nbsp&nbsp789.01KN
0&nbsp&nbsp&nbsp→&nbsp&nbsp&nbsp3.06MPa&nbsp&nbsp→&nbsp&nbsp&nbsp&nbsp5.81MPa&nbsp&nbsp→&nbsp&nbsp&nbsp27.84MPa

2、0266#千斤顶&nbsp&nbsp&nbsp40387#油表
0&nbsp&nbsp&nbsp→&nbsp&nbsp&nbsp78.90KN&nbsp&nbsp→&nbsp&nbsp&nbsp157.80KN&nbsp&nbsp→&nbsp&nbsp&nbsp789.01KN
0&nbsp&nbsp&nbsp→&nbsp&nbsp&nbsp1.58MPa&nbsp&nbsp→&nbsp&nbsp&nbsp&nbsp3.73MPa&nbsp&nbsp→&nbsp&nbsp&nbsp25.67MPa

G205宁芜公路养护改善工程B2标江宁镇大桥
预应力钢绞线伸长量计算

中跨梁：
N1&nbspX（m）&nbsp25.42&nbsp含千斤顶工作长度每端0.58m
N2&nbsp&nbsp25.48&nbsp
N3&nbsp&nbsp25.17&nbsp
N1&nbspθ=L弧/R&nbsp0.12218&nbsp
N2&nbsp&nbsp0.12218&nbsp
N3&nbsp&nbsp0.02443&nbsp
N1&nbspKX+μθ&nbsp0.0882402&nbspK=0.00251&nbspμ=0.2
N2&nbsp&nbsp0.0883908&nbsp
N3&nbsp&nbsp0.0680636&nbsp
N1&nbsp1-e-（KX+μθ）&nbsp0.084459062&nbsp
N2&nbsp&nbsp0.084596932&nbsp
N3&nbsp&nbsp0.065798963&nbsp
N1&nbsp1-e-（KX+μθ）KX+μθ&nbsp0.957149485&nbsp
N2&nbsp&nbsp0.957078474&nbsp
N3&nbsp&nbsp0.966727337&nbsp
N1&nbspP×[1-e-（KX+μθ）]KX+μθ&nbsp560.79&nbspP=585.90KN
N2&nbsp&nbsp747.67&nbspP=781.20KN
N3&nbsp&nbsp755.21&nbspP=781.20KN
N1&nbsp&nbsp&nbsp&nbsp&nbsp&nbspPp×X&nbsp&nbsp&nbsp&nbsp&nbspAs×Ep&nbsp17.406&nbspAs=140mm2Ep=1.95×105Mpa
N2&nbsp&nbsp17.446&nbsp
N3&nbsp&nbsp17.407&nbsp

G205宁芜公路养护改善工程B2标江宁镇大桥
预应力钢绞线张拉程序(边跨梁)

一、张拉控制应力计算
N1：δK=0.75Ryb×Ap总×1.01=0.75×1860×4×140×1.01=789.01KN
N2：δK=0.75Ryb×Ap总×1.01=0.75×1860×5×140×1.01=986.27KN
N3：δK=0.75Ryb×Ap总×1.01=0.75×1860×5×140×1.01=986.27KN
（1.01为锚板应力损耗系数）

二、张拉程序
&nbsp&nbsp&nbsp&nbsp&nbsp&nbsp&nbsp&nbsp&nbsp&nbsp&nbsp&nbsp&nbsp0&nbsp&nbsp&nbsp→&nbsp&nbsp&nbsp10%δK&nbsp&nbsp&nbsp→&nbsp&nbsp&nbsp20%δK&nbsp&nbsp&nbsp→&nbsp&nbsp&nbsp100%δK（持荷2min锚固）
N1：&nbsp&nbsp&nbsp&nbsp&nbsp&nbsp&nbsp&nbsp0&nbsp&nbsp&nbsp→&nbsp&nbsp&nbsp78.90KN&nbsp&nbsp→&nbsp&nbsp&nbsp157.80KN&nbsp&nbsp→&nbsp&nbsp&nbsp789.01KN（持荷2min锚固）
N2：&nbsp&nbsp&nbsp&nbsp&nbsp&nbsp&nbsp&nbsp0&nbsp&nbsp&nbsp→&nbsp&nbsp&nbsp98.63KN&nbsp&nbsp→&nbsp&nbsp&nbsp197.25KN&nbsp&nbsp→&nbsp&nbsp&nbsp986.27KN（持荷2min锚固）
N3：&nbsp&nbsp&nbsp&nbsp&nbsp&nbsp&nbsp&nbsp0&nbsp&nbsp&nbsp→&nbsp&nbsp&nbsp98.63KN&nbsp&nbsp→&nbsp&nbsp&nbsp197.25KN&nbsp&nbsp→&nbsp&nbsp&nbsp986.27KN（持荷2min锚固）

三、油表读数

N1：&nbsp
1、1#千斤顶&nbsp&nbsp&nbsp76#油表
0&nbsp&nbsp&nbsp→&nbsp&nbsp&nbsp78.90KN&nbsp&nbsp→&nbsp&nbsp&nbsp157.80KN&nbsp&nbsp→&nbsp&nbsp&nbsp789.01KN
0&nbsp&nbsp&nbsp→&nbsp&nbsp&nbsp3.06MPa&nbsp&nbsp→&nbsp&nbsp&nbsp&nbsp5.81MPa&nbsp&nbsp→&nbsp&nbsp&nbsp27.84MPa

2、0266#千斤顶&nbsp&nbsp&nbsp40387#油表
0&nbsp&nbsp&nbsp→&nbsp&nbsp&nbsp78.90KN&nbsp&nbsp→&nbsp&nbsp&nbsp157.80KN&nbsp&nbsp→&nbsp&nbsp&nbsp789.01KN
0&nbsp&nbsp&nbsp→&nbsp&nbsp&nbsp1.58MPa&nbsp&nbsp→&nbsp&nbsp&nbsp&nbsp3.73MPa&nbsp&nbsp→&nbsp&nbsp&nbsp25.67MPa

N2：&nbsp
1、1#千斤顶&nbsp&nbsp&nbsp76#油表
0&nbsp&nbsp&nbsp→&nbsp&nbsp&nbsp98.63KN&nbsp&nbsp→&nbsp&nbsp&nbsp197.25KN&nbsp&nbsp→&nbsp&nbsp&nbsp986.27KN
0&nbsp&nbsp&nbsp→&nbsp&nbsp&nbsp3.75MPa&nbsp&nbsp→&nbsp&nbsp&nbsp7.19MPa&nbsp&nbsp→&nbsp&nbsp34.73MPa

2、0266#千斤顶&nbsp&nbsp&nbsp40387#油表
0&nbsp&nbsp&nbsp→&nbsp&nbsp&nbsp98.63KN&nbsp&nbsp→&nbsp&nbsp&nbsp197.25KN&nbsp&nbsp→&nbsp&nbsp&nbsp986.27KN
0&nbsp&nbsp&nbsp→&nbsp&nbsp1.97MPa&nbsp&nbsp→&nbsp&nbsp&nbsp&nbsp4.92MPa&nbsp&nbsp→&nbsp&nbsp&nbsp32.52MPa

N3：&nbsp
1、1#千斤顶&nbsp&nbsp&nbsp76#油表
0&nbsp&nbsp&nbsp→&nbsp&nbsp&nbsp98.63KN&nbsp&nbsp→&nbsp&nbsp&nbsp197.25KN&nbsp&nbsp→&nbsp&nbsp&nbsp986.27KN
0&nbsp&nbsp&nbsp→&nbsp&nbsp&nbsp3.75MPa&nbsp&nbsp→&nbsp&nbsp&nbsp7.19MPa&nbsp&nbsp→&nbsp&nbsp34.73MPa

2、2、0266#千斤顶&nbsp&nbsp&nbsp40387#油表
0&nbsp&nbsp&nbsp→&nbsp&nbsp&nbsp98.63KN&nbsp&nbsp→&nbsp&nbsp&nbsp197.25KN&nbsp&nbsp→&nbsp&nbsp&nbsp986.27KN
0&nbsp&nbsp&nbsp→&nbsp&nbsp1.97MPa&nbsp&nbsp→&nbsp&nbsp&nbsp&nbsp4.92MPa&nbsp&nbsp→&nbsp&nbsp&nbsp32.52MPa

G205宁芜公路养护改善工程B2标江宁镇大桥
预应力钢绞线伸长量计算

边跨梁：
N1&nbspX（m）&nbsp25.57&nbsp含千斤顶工作长度每端0.58m
N2&nbsp&nbsp25.58&nbsp
N3&nbsp&nbsp25.40&nbsp
N1&nbspθ=L弧/R&nbsp0.12218&nbsp
N2&nbsp&nbsp0.12218&nbsp
N3&nbsp&nbsp0.02443&nbsp
N1&nbspKX+μθ&nbsp0.0886167&nbspK=0.00251&nbspμ=0.2
N2&nbsp&nbsp0.0886418&nbsp
N3&nbsp&nbsp0.0686400&nbsp
N1&nbsp1-e-（KX+μθ）&nbsp0.084803699&nbsp
N2&nbsp&nbsp0.084826670&nbsp
N3&nbsp&nbsp0.066337262&nbsp
N1&nbsp1-e-（KX+μθ）KX+μθ&nbsp0.956971981&nbsp
N2&nbsp&nbsp0.956960148&nbsp
N3&nbsp&nbsp0.966451950&nbsp
N1&nbspP×[1-e-（KX+μθ）]KX+μθ&nbsp747.59&nbspP=781.20KN
N2&nbsp&nbsp934.47&nbspP=976.50KN
N3&nbsp&nbsp943.74&nbspP=976.50KN
N1&nbsp&nbsp&nbsp&nbsp&nbsp&nbspPp×X&nbsp&nbsp&nbsp&nbsp&nbspAs×Ep&nbsp17.505&nbspAs=140mm2Ep=1.95×105Mpa
N2&nbsp&nbsp17.512&nbsp
N3&nbsp&nbsp17.561&nbsp