米T梁张拉计算书

1、40 米 T 梁 张 拉 计40米T梁中跨N#钢束伸长量计算钢绞线根数：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N2钢束总伸长量：L 2 0.1360 0.2720m与设计伸长值差：27.20 27.30 = -0.10cmX (m)(rad)kx u(kx u ) e终点力(KN )AB3.79600.00569

2、40.9943221359.34BC14.8090.16530.0635390.9384381275.65CD1.04500.0015680.9984341273.663、伸长量计算LabLbcLcd1367.1 3.7961 0.99430.0272 m7 140 1950.005691359.34 14.8091 0.9384 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 1860M

3、pa140 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 ）AB4.70100.00705150.9929731357.49BC10.9660.157310.0557760.9457511283.85CD3.98300.0059750.9940431276.203、伸长量计算1367.1 4.7011 0.99307 140 1950.007051357.5

4、10.9661 0.94587 140 1950.055771283.9 3.9831 0.99397 140 1950.00598LabLbcLcd0.03339 m0.07569m0.02685mL 0.03339 0.07569 0.02685 0.1360m40米T梁中跨N3钢束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1応.鼻?C DEF2、分段终点力计算N3钢束总伸

5、长量：L 2 0.1319 0.2638m与设计伸长值差：26.38 26.5 = -0.12cmx (m)(rad)kx ue (kx u )终点力（KN ）AB2.84400.004270.995743091361.28BC8.6780.174430.056620.944949251286.341CD0.91450.131020.034130.966448551243.182DE0.91450.131020.034130.966448551201.472EF6.29900.009450.990596001190.1733、伸长量计算1367.1 2.844 1 0.99570.0205m7

6、 140 1950.004271361.28 8.678 1 0.9450 门0.0600m7 140 1950.056621286.34 0.9145 1 0.96640.0061m7 140 1950.034131243.18 0.9145 1 0.96640.0059m7 140 1950.034131201.47 6.299 1 0.9906 0.0394m7 140 1950.00945L 0.0205 0.0600 0.0061 0.0059 0.0394 0.131940米T梁中跨N5钢束伸长量计算150.4 檢1535,5 鉴醜 Ife 00 1B2J 徑段MMHMJ値：C D

7、E F钢绞线根数：n= 7根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 0.7514071367.1KN2、分段终点力计算总伸长量:2 0.1282 0.2564m与设计伸长值差：25.64 25.80= -0.16cmx (m)(rad)kx u(kx u ) e终点力（KN ）AB1.5040.00000.002260.997746541364.02BC5.3550.21590.062000.939884691282.02CD10.00000.001500

8、.998501121280.10DE0.91450.13100.034130.966448551237.15EF0.91450.13100.034130.966448551195.64FG9.9620.00000.014940.985168091177.91Lab1367.1 1.504 1 0.9977Lbc7 140 1951364.02 5.355lcd7 140 1951282.02 1.0lde7 140 1951280.1 0.91451 0.96640.0109m0.002261 0.939880.0371m0.062000.99850.0067 m0.00150Lef7 140

9、 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）(rad)kx u(kx u ) e终点力（KN）AB4.86800.007300.992724591744.91BC12.6270.1407780.054140.947304151652.96

10、CD3.3700.005060.994957761644.63x （ m）（rad）kx u(kx u ) e终点力（KN）FE3.79600.005690.994322181747.72ED14.8090.16530.063540.9384379571640.131、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Lab1757.7 4.86810.99279 140 1950.007301744.91 12.6271

11、0.94739 140 1950.054141652.96 3.3710.99509 140 1950.005061757.7 3.7961 0.99439 140 1950.005691747.72 14.80910.93849 140 1950.063540.03483m0.08729m0.0224m0.0272 m0.1021mLbcLfeLed总伸长量:L 0.03483+0.08729+0.0224+0.0272+0.1021=0.2738m与设计伸长值差：27.38 27.50 = -0.12cm40米T梁边跨N#钢束伸长量计算钢绞线根数：n = 9根1、张拉力计算钢绞线强度：Ry

12、b1860Mpa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 14091757.7KN3、伸长量计算2、分段终点力计算x （ m）(rad)kx u(kx u ) e终点力（KN）AB4.32500.006490.993533501746.33BC9.6970.1389810.049290.951904431662.34CD7.23100.010850.989212111644.41x （ m）（rad）kx u(kx u ) e终点力（KN）GF4.70100.007050.99297331

13、745.35FE10.9660.1573070.055780.945751311650.67ED2.5500.003830.996182311644.36Lab1757.7 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 1950.0038

14、30.03099m0.06791m0.04869m0.03340m0.07570m0.01700mLbcLedLfe总伸长量:L 0.03099+0.06791+0.04869+0.03340+0.07570+0.01700=0.2737m与设计伸长值差：27.37 27.40 = -0.03cm40米T梁边跨N3钢束伸长量计算Lab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 1757.7KN40

15、米T梁边跨N4钢束伸长量计算x （ m）（rad）kx u(kx u ) e终点力（KN）AB2.62700.0039410.996067251750.79BC7.0820.1421220.0461540.954895341671.82CD0.91450.1310220.0341270.966448551615.73DE0.91450.1310220.0341270.966448551561.52EF10.88100.0163220.983810971536.24x （ m）(rad)kx ue (kx u )终点力（KN）KJ2.84400.0042660.995743091750.22JI

16、8.6780.174430.0566240.944949251653.87IH0.91450.131020.0341270.966448551598.38HG0.91450.131020.0341270.966448551544.75GF3.700.0055500.994465371536.20Lhg9 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

17、 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 1950.0034131598.38 0.91451 0.966450.04932m0.00612m0.00591 m0.06859m0.02032 m0.06010m0.00605 mLjiLbcLdeLkjLihLef1757.7 逍7 1 O.6。70.01860m9 140 1950.0034130.00585m1544.7

18、5 3.71 0.99446 门 c0.02322m9 140 1950.00555总伸长量:L 0.01860+0.04932+0.00612+0.00591+0.06859+0.02032+0.06010+0.00605+0.00585+0.02322=0.2641m与设计伸长值差：26.41 26.50 = -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 140mm2钢绞线弹性模量：E 195Gpa张拉力：N Ryb 0.75 A n 1860 0.75 140 9 1757.7KN2、分段终

19、点力计算x （ m）(rad)kx u(kx u ) e终点力（KN）AB2.71900.0040790.995929811750.55BC2.8720.1151570.0330970.967444511693.56CD0.3000.0004500.999550101692.79DE0.91450.1310220.0341270.966448551636.00EF0.91450.1310220.0341270.966448551581.11FG20.41200.0306180.969845981533.43x （ m）（rad）kx u(kx u ) e终点力（KN）ML1.50400.002

20、25600.997746541753.74LK5.3550.2158620.06199810.939884691648.31KJ1.000.000.00150000.998501121645.84JI0.91450.1310220.03412720.966448551590.62IH0.91450.1310220.03412720.966448551537.25HG1.65000.00247500.997528061533.45LabLlkLkj1757.7 2.7191 0.995939 140 1950.004081750.55 2.8721 0.967449 140 1950.03310

21、1693.56 0.3 10.999550.01941m0.02013mLbc9 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 140 195

22、0.062000.03706m1648.31 11 0.998500.00670m1645.840.91451 0.9664591401950.034131590.620.91451 0.9664591401950.0034131537.251.6501 0.9975391401950.0024759 140 1950.0015LjiLihLhg0.00602 m0.00582 m0.01031m总伸长量:L 0.01941+0.02013+0.00207+0.00619+0.00599+0.12936+0.01075+0.03706+0.00670+0.00602+0.00582+0.010

23、3 仁0.2598m与设计伸长值差：25.98 26.00 = -0.02cm40米T梁连续钢束伸长量计算与设计伸长值差N2: 11.38-11.4= -0.02cm N1 :4.94-15.0 = -0.06cm N3: 19.82-19.# = 0.02cm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 0.75 140 5 976.5KN2、分段终点力计B一乩駅 十弓DC b A閃铜耒VWAN2钢束L=2Lab2976.5

24、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 0.9995090.00234m钢束分段x ( m)(rad)kx u(kx u ) e终点力（KN ）N2钢束AB8.0000.01200.9880717964.85N1钢束AB0.327600.00049140.9995