1、40米T梁类别T梁位置钢束编号钢束类型根/束控制拉力KN/束梁体张拉时计算上拱度(mm)边跨(一端简支一端连续)中板N115S15.22929.514.1N2N36S15.21172边板16S15.23125中跨 (两端连续) 13S15.22539142、后张法钢绞线理论伸长值计算公式说明L=pL/ Ap Epp=P(1-e-(k x +)k x +式中:P-预应力筋张拉端的张拉力,单位:KN。 L-预应力筋长度,单位:mm。 Ep-预应力筋弹性模量,单位:N/mm2。 Ap-预应力筋截面面积,单位:mm2。 x丛张拉端至计算截面的孔道长度,单位:m。 从张拉端至计算截面曲线孔道部分切线的夹
2、角之和,单位:rad。k孔道每米局部偏差对摩擦的影响系数,取0.0015。预应力筋与孔道壁的摩擦系数,取0.155。每段的终点力与起点力的关系如下式:Pz=Pqe-(k x +) Pz分段终点力(N)Pq分段的起点力(N)、L、k、意义同上将钢束分三段(半幅)图1:3、伸长值计算本计算选取大尖山大桥左幅第1跨边梁进行计算,其余预应力筋理论伸长量用电脑Excel编程计算1860=1395Mpa单根钢绞线张拉控制力为:140/1000=195.3KN N1刚束:P1=195.316=3124.8KNN2刚束:P2=195.3N3刚束:P3=195.36=1171.8 KN(1)、边跨边梁1)、N1
3、钢束张拉伸长量计算a、AB段直线段L=14.73m;Pq(AB)=P=3124.8KNp=P(1-e-(k x +)/ (k x +)= 3124.8KN(1- e-(0.001514.73+0.1550)/ (0.0015 14.73 +0.1550)=3090.53KNLAB=pL/ ApEp =3090.53KN100014.73m1000/(161401950000)=104.2mmb、BC段曲线段L=1.834m;Pq(BC) =Pz(AB)=Pe-(k x +)=3124.8KNe-(0.001514.73 +0.1550)= 3056.51KNp= Pq (1-e-(k x +)
4、/ (k x +)= 3056.51KN1.834+0.1550.095993)/ (0.00150.095993)=3029.73KNLBC=pL/ ApEp =3029.73KN1.834m195000)=12.72mmc、CD段直线段L=3.068m;Pq(CD)=Pz(BC)=Pq(BC)e-(k x +)= 3056.51KN1.834 +0.1550.095993)=3003.10KNp= Pq (1-e-(k x +)/ (k x +)= 3003.10KN3.068+0.1550)=2996.2KNLCD=pL/ ApEp =2996.2KN3.0681000m/(161950
5、00)=21.0mmL=LAB+LBCLCD=(104.2+12.7+21)*2=275.6mm2)、N2钢束张拉伸长量计算L=10.766m;10.766+0.155 10.766 +0.1550)=3099.7KNLAB=pL/ ApEp =3099.7KN10.766m1950000)=76.4mm10.766 +0.1550)= 3074.74KNp= Pq (1-e-(k x +)/ (k x +)= 3074.74KN0.095993)=3047.79KNLBC=pL/ ApEp =3047.79KN195000)=12.8mmc、CD段曲线段L=7.068m;Pq(CD)=Pz(
6、BC)=Pq(BC)e-(k x +)= 3074.74KN0.095993)=3020.99KNp= Pq (1-e-(k x +)/ (k x +)= 3020.99KN7.068+0.1550)=3005.0KNLCD=pL/ ApEp =3005.0KN7.068195000)=48.6mmLCD=(76.4+12.8+48.6)*2=275.6mm3)、N3钢束张拉伸长量计算L=5.028m;Pq(AB)=P=1171.8KNp=P(1-e-(k x +)/ (k x +)= 1171.8KN5.028+0.155 5.028 +0.1550)=1167.39KNLAB=pL/ Ap
7、Ep =1167.39KN5.028m1000/(61950000)=35.8mmPq(BC) =Pz(AB)=Pe-(k x +)=1171.8KN5.028 +0.1550)=1163.0KNp= Pq (1-e-(k x +)/ (k x +)=1163.0KN0.095993)=1152.81KNLBC=pL/ ApEp =1152.81KN195000)=12.9mmL=12.832m;Pq(CD)=Pz(BC)=Pq(BC)e-(k x +)=1163KN0.095993)=1142.7KNp= Pq (1-e-(k x +)/ (k x +)= 1142.7KN0)=1131.8KNLCD=pL/ ApEp =1131.8KN12.8321000m/(6195000)=88.6mmLCD=(35.8+12.9+88.6)*2=274.6mm云南建投大戛高速公路工程二工段 - 5 -
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