米T梁张拉计算书

1、40 米 T 梁 张 拉 计钢绞线根数：n= 7根1、张拉力计算钢绞线强度：Ryb 1860Mpa2钢绞线截面积：A (140 140 140)/3 140mm钢绞线弹性模量：E (195 195 195)/3 195Gpa张拉力：N Ryb 0.75 A n 1860 0.75 140 7 1367.1KN系数：k 0.0015 u 0.252、分段终点力计算X ( m)(rad)kx u(kx u ) e终点力(KN)AB0BCCD03、伸长量计算1367.1 3.7961 0.9943LabLbcLcd0.0272 m7 140 1950.005691359.34 14.8091 0.9

2、384 门“一0.1021m 7 140 1950.0635391275.7 1.045 1 0.99840.0071m 7 140 1950.001570.0272 0.10210.0071 0.1364m钢绞线根数：n= 7根1、张拉力计算钢绞线强度：Ryb 1860Mpa140 140 1402钢绞线截面积： A140mm3194 196 198 钢绞线弹性模量：E195Gpa3张拉力：N Ryb 0.75 A n 1860 0.75 140 7 1367.1KN系数：k 0.0015 u 0.25X (m)(rad)kx u(kx u ) e终点力（KN ）AB0BCCD0Lcd136

3、7.1 4.7011 0.99307 140 1950.007051357.5 10.9661 0.94587 140 1950.055771283.9 3.9831 0.99390.03339 m0.07569m7 140 1950.00598LbcLab0.02685m0.03339 0.07569 0.026850.1360m3、伸长量计算钢绞线根数：1n= 7根1、张拉力计算钢绞线强度：Ryb1860Mpa系数:k 0.0015u 0.25钢绞线截面积：Ag140mm2钢绞线弹性模量：E195Gpa张拉力：NRyb0.75 A n18600.75 140 71367.1KNA*T*切点

4、1応.鼻?C DEF2、分段终点力计算x (m)(rad)kx u(kx u ) e终点力（KN ）AB00.BC0.CD0.DE0.EF00.1367.1 2.844 1 0.99570.0205m 0.004271 0.94507 140 1951361.28 8.6787 140 1951286.34 0.91450.056621 0.96640.0600m7 140 1951243.18 0.91450.034131 0.96640.0061m7 140 1951201.47 6.2990.034131 0.99060.0059m7 140 1950.009450.0394m3、伸长量

5、计算0.0205 0.06000.0061 0.0059 0.0394 0.1319钢绞线根数：n= 7根2、分段终点力计算1、张拉力计算钢绞线强度：Ryb1860Mpa系数：k0.0015u 0.25钢绞线截面积:Ag140mm2钢绞线弹性模量：E195Gpa张拉力：NRyb0.75 A n1860 0.7514071367.1KNx （ m）(rad)kx u(kx u ) e终点力（KN）AB0.BC0.CD10.DE0.EF0.FG0.Lab1367.1 1.504 1 0.9977Lbc7 140 1951364.02 5.355lcd7 140 1951282.02 1.0lde7

6、 140 1951280.1 0.91451 0.96640.0109m0.002261 0.939880.0371m0.062000.99850.0067 m0.00150Lef7 140 1951237.15 0.91450.034131 0.96640.0060mLef7 140 1951195.64 9.9620.034131 0.98520.0058 m7 140 1950.014940.0617m3、伸长量计算L 0.0109 0.0371 0.0067 0.0060 0.0058 0.0617 0.1282m40米T梁边跨N1钢束伸长量计算钢绞线根数：n = 9根x （ m）(r

7、ad)kx u(kx u ) e终点力（KN）AB00.BC0.CD00.x （ m）（rad）kx u(kx u ) e终点力（KN）FE00.ED1、张拉力计算钢绞线强度：Ryb1860Mpa系数：k 0.0015u 0.25钢绞线截面积:A2140mm钢绞线弹性模量：E195Gpa张拉力：N可0.75 A n1860 0.75 140 91757.7KN3、伸长量计算总伸长量:1757.7 4.86810.99279 140 1950.007301744.91 12.6271 0.94739 140 1950.054141652.96 3.3710.99509 140 1950.0050

8、61757.7 3.7961 0.99439 140 1950.005691747.72 14.80910.93849 140 1950.063540.03483m0.08729m0.0224m0.0272 m0.1021mL +=0.2738mLbcLfeLed与设计伸长值差：=-0.12cm钢绞线根数：n = 9根1、张拉力计算钢绞线强度：Ryb1860Mpa系数：k 0.0015 u 0.25钢绞线截面积:A140mm2钢绞线弹性模量：E195Gpa张拉力：NRyb0.75 Ag n1860 0.75 14091757.7KN2、分段终点力计算x （ m）(rad)kx u(kx u )

9、 e终点力（KN）AB00.BC0.CD00.x （ m）（rad）kx u(kx u ) e终点力（KN）GF0FE0.ED00.Lbc1757.7 4.3251 0.99359 140 1950.006491746.33 9.6971 0.951909 140 1950.049291662.34 7.2311 0.98929 140 1950.010851757.7 4.7011 0.99309 140 1950.007051745.35 10.9661 0.94589 140 1950.055781650.67 2.551 0.99629 140 1950.00383L +=0.2737

10、m0.03099m0.06791m0.04869m0.03340m0.07570m0.01700m总伸长量:与设计伸长值差：=-0.03cm钢绞线根数：n = 9根1、张拉力计算系数：k 0.0015 u 0.25 钢绞线截面积： A 140mm2钢绞线弹性模量：E 195Gpa钢绞线强度：Ryb 1860Mpa张拉力：N Ryb 0.75 A n 1860 0.75 140 9 1757.7KN2、x （ m）（rad）kx u(kx u ) e终点力（KN）AB00.BC0.CD0.DE0.EF00.x （ m）(rad)kx u(kx u ) e终点力（KN）KJ00.JI0.IH0.H

11、G0.GF00.Lhg9 140 1951750.79 7.0820.003941 0.954909 140 1950.046151671.82 0.91451 0.966459 140 1950.0034131615.73 0.91451 0.966459 140 1950.0034131561.52 10.8811 0.983819 140 1950.0163221757.7 2.844 10.995749 140 1950.0042661750.22 8.678 -1 0.944959 140 1950.0566241653.87 0.91451 0.966459 140 1950.00

12、34131598.38 0.91451 0.966450.04932m0.00612m0.00591 m0.06859m0.02032 m0.06010m0.00605 mLjiLbcLdeLkjLihLef1757.7 逍7 1 O.6。70.01860m9 140 1950.0034130.00585m1544.75 3.71 0.99446 门 c0.02322m9 140 1950.00555总伸长量:L +=0.2641m与设计伸长值差：=-0.09cm钢绞线根数：n = 9根1、张拉力计算钢绞线强度：Ryb 1860Mpa系数：k 0.0015 u 0.25 钢绞线截面积： Ag

13、140mm2钢绞线弹性模量：E 195Gpa张拉力：N Ryb 0.75 A n 1860 0.75 140 9 1757.7KNx （ m）(rad)kx u(kx u ) e终点力（KN）AB00.BC0.CD00.DE0.EF0.FG00.x （ m）（rad）kx u(kx u ) e终点力（KN）ML00.LK0.KJ0.JI0.IH0.HG00.LlkLkj1757.7 2.7191 0.995939 140 1950.004081750.55 2.8721 0.967449 140 1950.033101693.56 0.3 10.999550.01941m0.02013mLbc

14、9 140 1950.0004500.00207m1692.79 0.91451 0.966459 140 1950.0034131636.00 0.91451 0.966459 140 1950.0034131581.11 20.4121 0.969859 140 1950.0306181757.7 1.504 10.997759 140 19510.0022561753.74 5.3551 0.939880.00619m0.00599 m0.12936 m0.01075mLmlLdeLfgLef9 140 1950.062000.03706m1648.31 11 0.998500.0067

15、0m1645.840.91451 0.9664591401950.034131590.620.91451 0.9664591401950.0034131537.251.6501 0.9975391401950.0024750.00602 m0.00582 m0.01031mL +=0.2598mLhgLihLji9 140 1950.0015总伸长量:40米T梁连续钢束伸长量计算钢绞线根数：n= 5根1、张拉力计算钢绞线强度：Ryb 1860Mpa钢绞线截面积： A 140mm2系数：k 0.0015 u 0.25钢绞线弹性模量：E 195Gpa张拉力：NRyb 0.75 A n1860 0.

16、75 140 5 976.5KN2、分段终点力计B一乩駅 十弓N2钢束L=2Lab2976.5 81 880717 0.1138m0.0120N1钢束:5 140 195976.02 0.77370.00049141 0.9749425 140 1950.025377951.56 0.77371 0.9749425 140 1950.025377927.72 9.1251 0.9864065 140 1950.0136885 140 1950.00546m0.00533m0.06159mLcd976.5 0.3276 1 0.9995090.00234mDC b A閃铜耒VWA钢束分段x ( m)(rad)kx u(kx u ) e终点力（KN ）N2钢束AB0N1钢束AB0BCCDDE0N3钢束AB1403、伸长量计算LCDLCD0.00234+0.00546+0.00533+0.06159 2=0.1494mmm976.5 141 0.979219N3钢束L-2Lab2 -0.1982m5 140 1950.0210与设计伸长值差N2:-0.02cm N1 :-0.06cm N3: 0.02cm20米空心板梁钢束伸长量计算1、张拉力计算1860Mpa系数：k 0.0015u 0.25钢绞线截面积：Ag2140mm钢绞线弹性模量：E 195Gpa张拉力：N Ry