独家铁路规范进行预应力梁分析

前受力情

预应力钢筋应力

Ap1

Ap2Ap3Ap1'Ap2'σpe11097.6

1097.61097.61097.61097.6σpe1Api 17209639.9

8604820.00.00.00.0σpe1*Api*yi

-1.4809E+10-61138107000300

Np 25814459.91

Np*e0-2.0923E+10-20923.14031

重心处损失37.10受拉区

μps 0.011244166eA

-979.10167重心处损失72.20受压区

μps'0.00354333eA'

1117.957177ΔσsL6_t -37.10受拉区预应力

钢筋重心-810.5201651普通钢筋重心

-1060.520165ΔσsL6_b -72.20受压区预应力

钢筋重心-1182.042823普通钢筋重心

1139.479835消压时预

应力钢筋应力增量消压时普通钢

筋应力增量

Δσp1105.08σss

Δσp1'0.00σss'

hp 2050.00

按桥梁规范计算eR 815.65e-776.1713878

eN 自重下弯 2.800E+10运营荷载弯矩 4.198E+10

e0N 计算开裂

后中性轴

Mps 5.499E+10

A e0-504.0

B x 10.0

C Icx 4.501E+12Scx 3.572E+09

D Ix 5.141E+12Sx 3.719E+09

x x=1886.5

fx 开裂截面对顶面的面Scr σc 13.12

A,cr,eq Δσp214.85

c Icr σcc 截面开裂

后预应力

钢筋应力

σc Ap1Ap2Ap3Ap1'

Ap2'σpe11097.61097.61097.6

σps 1217.51217.51217.5

截面剪力

Ap1v Ap2v Ap3v Ap1v'Ap2v'

对开裂混凝土计算受力情况

剪应力与主应力验算

Vp0

Vdead3000000

VD5000000

剪力验算

底面As处Ap1处受拉侧中心处全截面中性轴处位置

yn-1182.0-1082.0-882.0-591.021.5

y0-1160.5-1060.5-860.5-580.30.0

Sn0.0440271146.1826160727.31249104509.31597099279.3

S00.04229233.9884517782.21320259303.71656961067.1

预应力剪

0.0000.0000.0000.0000.000应力τ1

设计荷载

0.0000.3980.833 1.243 1.560剪应力τ2

τc0.0000.3980.833 1.243 1.560

预应力引

14.39613.60812.0329.739 4.912起混凝土

σcL6 1.341 1.263 1.1060.8790.400徐变后混

13.05512.34510.9268.860 4.512凝土σc1

计算荷载

-18.347-16.766-13.604-9.1730.000产生的应

力

σcx-5.292-4.421-2.679-0.314 4.512σtp-5.292-4.456-2.916-1.410-0.487σcp0.0000.0360.238 1.096 4.999Ap3'

1147.5N/mm2

0.0N

0N.mm对净截面中性轴取矩

1160.520165

X fx

-307.73837hp20501520-199********

565.5716577hs23001521-8075455226

hps1933.91028215223836358692 2000gp1742.261106152315762743744 -18433.362gs1992.261106152427703711929 30736639ap'0152539659275247 -8.31151E+12as'100152651629445699 1521gp'-307.73837152763614235284 -8075455226gs'-207.73837152875613656002截面对顶面的面积矩Ap23520152987627719853 3039490592Ap'01530996538838

3480423.5291531 1.117E+11

873.31055141532 1.23758E+11

1.22317E+121533 1.35831E+11

17.84099842

13.070265

Ap3'

Ap3v'1075.3

受压侧中心处Ap1'处As'处顶面609.0968.01118.01218.0

619.79.51139.51239.5 12276214.8662949945.3351963371.70.0 1272883501.86770723.5358546773.00.0

0.0000.0000.0000.000

1.1980.6380.3380.000

1.1980.6380.3380.000判断剪应

力是否满

足规范

满足规范

6.3.15

判断标准为

0.17fc

0.283-2.546-3.728-4.516 0.50.7850.8680.922 -0.306-3.331-4.595-5.438

9.79815.318.01419.595 9.49212.31213.41914.158

-0.149-0.033-0.0080.000判断主拉

应力是否

满足规范

不满足规范

6.3.12

判断标准为

0.7fct

9.112.34513.42814.158

4.59 1.