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1、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:K=0.75RybAp总1.01=0.75186031401.01=591.76KNN2:K=0.75RybAp总1.01=0.75186041401.01=789.01KNN3:K=0.75RybAp总1.01=0.75186041401.01=789.01KN(1.01为锚板应力损耗系数)二、张拉程序 0 10%K 20%K 100%K(持荷2min锚固)N1: 0 59.18KN 118.35KN 591.76KN(持荷2min锚固)N2: 0 78.90KN 157.80KN 789.0
2、1KN(持荷2min锚固)N3: 0 78.90KN 157.80KN 789.01KN(持荷2min锚固)三、油表读数N1: 1、1#千斤顶 76#油表0 59.18KN 118.35KN 591.76KN0 2.37MPa 4.43MPa 20.96MPa2、0266#千斤顶 40387#油表0 59.18KN 118.35KN 591.76KN0 1.18MPa 2.55MPa 19.21MPaN2: 1、1#千斤顶 76#油表0 78.90KN 157.80KN 789.01KN0 3.06MPa 5.81MPa 27.84MPa2、0266#千斤顶 40387#油表0 78.90KN
3、 157.80KN 789.01KN0 1.58MPa 3.73MPa 25.67MPaN3: 1、1#千斤顶 76#油表0 78.90KN 157.80KN 789.01KN0 3.06MPa 5.81MPa 27.84MPa2、0266#千斤顶 40387#油表0 78.90KN 157.80KN 789.01KN0 1.58MPa 3.73MPa 25.67MPaG205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 X(m) 25.42 含千斤顶工作长度每端0.58mN2 25.48 N3 25.17 N1 =L弧/R 0.12218 N2 0.12218 N3
4、 0.02443 N1 KX+ 0.0882402 K=0.00251 =0.2N2 0.0883908 N3 0.0680636 N1 1-e-(KX+) 0.084459062 N2 0.084596932 N3 0.065798963 N1 1-e-(KX+)KX+ 0.957149485 N2 0.957078474 N3 0.966727337 N1 P1-e-(KX+)KX+ 560.79 P=585.90KNN2 747.67 P=781.20KNN3 755.21 P=781.20KNN1 PpX AsEp 17.406 As=140mm2Ep=1.95105MpaN2 17.
5、446 N3 17.407 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:K=0.75RybAp总1.01=0.75186041401.01=789.01KNN2:K=0.75RybAp总1.01=0.75186051401.01=986.27KNN3:K=0.75RybAp总1.01=0.75186051401.01=986.27KN(1.01为锚板应力损耗系数)二、张拉程序 0 10%K 20%K 100%K(持荷2min锚固)N1: 0 78.90KN 157.80KN 789.01KN(持荷2min锚固)N2: 0 98.63KN
6、197.25KN 986.27KN(持荷2min锚固)N3: 0 98.63KN 197.25KN 986.27KN(持荷2min锚固)三、油表读数N1: 1、1#千斤顶 76#油表0 78.90KN 157.80KN 789.01KN0 3.06MPa 5.81MPa 27.84MPa2、0266#千斤顶 40387#油表0 78.90KN 157.80KN 789.01KN0 1.58MPa 3.73MPa 25.67MPaN2: 1、1#千斤顶 76#油表0 98.63KN 197.25KN 986.27KN0 3.75MPa 7.19MPa 34.73MPa2、0266#千斤顶 403
7、87#油表0 98.63KN 197.25KN 986.27KN0 1.97MPa 4.92MPa 32.52MPaN3: 1、1#千斤顶 76#油表0 98.63KN 197.25KN 986.27KN0 3.75MPa 7.19MPa 34.73MPa2、2、0266#千斤顶 40387#油表0 98.63KN 197.25KN 986.27KN0 1.97MPa 4.92MPa 32.52MPaG205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 X(m) 25.57 含千斤顶工作长度每端0.58mN2 25.58 N3 25.40 N1 =L弧/R 0.122
8、18 N2 0.12218 N3 0.02443 N1 KX+ 0.0886167 K=0.00251 =0.2N2 0.0886418 N3 0.0686400 N1 1-e-(KX+) 0.084803699 N2 0.084826670 N3 0.066337262 N1 1-e-(KX+)KX+ 0.956971981 N2 0.956960148 N3 0.966451950 N1 P1-e-(KX+)KX+ 747.59 P=781.20KNN2 934.47 P=976.50KNN3 943.74 P=976.50KNN1 PpX AsEp 17.505 As=140mm2Ep=1.95105MpaN2 17.512 N3 17.561