预应力张拉专项施工方案(平阳)

NР米Р米Р30Р边跨РN1Р5φj15.2Р2961.6Р3091.6Р969.5Р2.663 Р12.145 РN2Р5φj15.2Р2962.6Р3092.6Р4.263 Р10.55 РN3Р5φj15.2Р2963.5Р3093.5Р5.863Р8.954РN4Р4φj15.2Р2950.1Р3080.1Р775.6Р13.001Р1.750 Р中跨РN1Р5φj15.2Р2956Р3086Р969.5Р0.885Р13.895РN2Р4φj15.2Р2959.1Р3089.1Р775.6Р2.507Р12.288РN3Р4φj15.2Р2962.3Р3092.3Р4.129Р10.683РN4Р4φj15.2Р2940.1Р3070.1Р12.901Р1.799Р负弯矩РT1Р5φj15.2Р700Р760Р969.5Р3.5РT2Р4φj15.2Р1000Р1060Р775.6Р5РT3Р4φj15.2Р1500Р1560Р7.5Р①边跨钢绞线伸长量的计算Р部位Р钢束编号Р长度(m)РθРKL+μθРe-(KL+μθ)Р边跨РN1Р直线段Р2.663Р0Р0.003994Р0.99601Р曲线段Р12.145Р0.0833Р0.03904Р0.96171РN2Р直线段Р4.263Р0Р0.006394Р0.99362Р曲线段Р10.55Р0.0833Р0.03665Р0.96401РN3Р直线段Р5.863Р0Р0.008794Р0.99124Р曲线段Р8.954Р0.0833Р0.03425Р0.96633РN4Р直线段Р13.001Р0Р0.0195Р0.98069Р曲线段Р1.750Р0.0833Р0.02345Р0.97682Рa、直线部分拉力的计算Р根据公式(2)РN1钢束: 1==969.5×(1-0.99601)/0.003994=968.5KN