桥梁计算表格

Ep（mm）Yx 6.7586.7L/40.7072760.125521364.4586.0L/20.7072760.125522435.9585.9阶段2ZD

1.1880000.14256420.0596.9L/4

0.8780000.125524368.9577.4L/20.8780000.125616428.9

578.912Dl1

12

1323.371269.4

ad112034.433369088.208922

lf

0.0053857140.009443609AD

1

2Dl2x 220.00220.00d

129.63171.65295.77dl2

127.26168.51x

6700.006700.00d

129.63171.65133.55dl3

57.4676.09x

13300.0013300.00d

57850.860.000.00

dl40.000.00预应力损失4

张拉钢束偏心距计算钢筋偏心束Dpc 张拉钢筋束11

zd l/4l/2L/4L/243.927.0967.07阶段1

预应力损失1

ZD 0.90

6.192

7.1139.9679.45预应力损失2

123.37

有效张力（x10^3）

11406.0928200

21408.727943-283.7 6.7 1.648045462

1000

21457.198752250.0364.4 2.061354783

1000

21502.40096385.9435.9 2.126220855

预应力损失5

dl5Dpe2

11200.52

1254.22

1290.04

L/247.7238.951351.08

预应力损失6Npe

eps p Pps5347.24M

ZD 6.70.283% 1.0005534.940.00

L/4364.40.635% 1.7485681.091686.66

L/2435.90.635% 2.0712248.88

1.633

ε=0.00013Φ(∞,т)=

As1130

Ap4448

锚固前应力损失

σs1σs2σs4

113950.90127.260.00

21395 6.19168.5119.78

1139527.1157.460.00

2139539.9676.0924.74

1139543.920.000.00

2139579.450.0025.51 ZD

ZD

L/4

L/2

引力

L/4

L/2

σk

Ep2

2号钢筋到梁底的距离i -283.7

870.4383.20250.0

336421.27385.9

200421.27-273.5870.4346.42241.4336

378.11378.9200

378.25跨中g1

18.4526.161578.27g2

7.9226.16677.50g=g1+g2

26.3726.162255.77

Dl4张拉控制力1395恒载内力计算结果作用

作用gi 计算弯矩l

弯矩N A N pe pei pc +=?σ

19.78

0.00

24.74

0.00

25.51

d预6.26"-d自重dpc

dl6

13.680.00 6.26

74.8216.63 4.908.78

85.967.818.8284.03195000

195000σs5σs6σs5+σs61266.8435.7974.82110.61

1156.231200.5227.2474.82102.06

1098.461310.4341.8185.96125.84

1184.591254.2234.1185.96120.06

1134.151351.0847.7284.03131.75

1219.331290.0438.9584.03

122.991167.05永存应力

σy 引力损失组合

锚固后应力损失[ps

pc Ep cs p l t t t t E ρρφσαεσ151,(),(9.00

06++=M

J e

N A N p p p

pc -+=2σ

J

A e i e ps ps ps 22211+=+=ρ

1/4跨

支点1/4跨

1183.70

241.33120.66508.13

103.5951.801691.83344.92172.46弯矩

剪力J e e N A N p pi pei pei ?+=

eps=ep 238.77296.54210.41260.85175.67227.951193.191303

平均损失]ps

pc Ep t t φσα),(0J e M J e

N p

G k p p -+2