20m箱梁張拉伸長量計算1

1、20m箱梁伸長量計算中跨(X con=1860 X 0.75=1395 ( MPaN=a con X Ay=1395X 140=195300=195.3 ( KIN-ICD: 537BC: 2879.8 AB: 6348 卩=0.25 k=0.0015線段L (m)0 (rad)kx+奶g-Ckx+ufi)終點力AB6.384200.00957630.99047193.439BC2.87980.09599310.02831800.97208188.038CD0.53700.00080550.999195187.887血氣1麗2Ay-預(yù)應(yīng)力筋的截面面積（mm ）Eg-預(yù)應(yīng)力筋的彈性模量（Eg取值

2、為1.95 X 105N/mm 2）L-從張拉端至計算截面的預(yù)應(yīng)力筋長度0 -從張拉端至計算截面曲線孔道部分切線的夾角之和（ rad）k -孔道每米局部偏差對摩擦的影響系數(shù)（ k取值為0.0015） 卩-預(yù)應(yīng)力筋與孔道壁的摩擦系數(shù)（ 卩取值為0.25AB: L1=45.01767204BC: L2=19.55681557CD: L3=3.693505128IL (45.01767204+19.55681557+3.693505128 )X 2=136.5359855 ( mm)CD: 2015BC: 2879.8 AB: 4923.4 卩=0.25 k=0.0015線段L (m)0 (rad)

3、kx+pBg-Ckx+ufi)終點力AB4.923200.00738480.99264193.863BC2.87980.09599310.02831800.97208188.450CD2.01500.00302250.99698187.881AB： L1=34.86592675BC： L2=19.59828131CD： L3=13.86740714IL = (34.86592675+19.59828131+13.86740714)x 2=136.6632304 (mm)CD: 7901BC: 733 AB: 1065 卩=0.25 k=0.0015線段L (m)0 (rad)kx+We-Qcx

4、+|ie)終點力AB1.066500.00159960.9984017194.988BC0.7330.02443460.00720820.9928178193.588CD7.90100.01185150.9882185191.307AB： L1=7.611197676BC： L2=5.179053855CD： L3=55.03988817IL =( 7.611197676+5.179053855+55.03988817)x 2=135.6602794 (mm)(X con=1860 X 0.75=1395 ( MPj)N=a con X Ay=1395X 140=195300=195.3 (

5、KINN1(4 根)：195.3 X 4=781.2 (KN)N2(4 根)：195.3 X 4=781.2 (KINN3(3 根):195.3 X 3=585.9 (KIN4 束：15% 117.18, 30%: 234.36 , 50%: 390.63 束：15% 87.885 ,30% : 175.77 ,50% : 292.95邊跨(X con=1860 X 0.75=1395 ( MPaN= a con X A=1395 X 140=195300=195.3 ( KN)-AL =PL 1-曠代+呵AyEJ kL+ ji0線段L (m )0 (rad)kx+姫e-tkx+H0)終點力A

6、B4.805700.00720860.9928173193.897BC2.87980.09599310.02831800.97208188.483CD2.12800.0031920.9968131187.882CD: 537BC: 2879.8AB: 6348卩=0.25k=0.00152Ay-預(yù)應(yīng)力筋的截面面積（mm ）Eg-預(yù)應(yīng)力筋的彈性模量（Eg取值為1.95 X 105N/mm 2 ）L-從張拉端至計算截面的預(yù)應(yīng)力筋長度0 -從張拉端至計算截面曲線孔道部分切線的夾角之和（ rad）k -孔道每米局部偏差對摩擦的影響系數(shù)（ k取值為0.0015） 卩-預(yù)應(yīng)力筋與孔道壁的摩擦系數(shù)（ 卩取值

7、為0.25 ）AB： L1=34.00962935BC： L2=19.60309761CD： L3=14.6217618二(34.00962935+19.60309761+14.6217618 )x 2=136.4689775 (mm)CD: 2015BC: 2879.8 AB: 4923.4 卩=0.25 k=0.0015線段L (m)0 (rad)kx+Me-Qcx+|ie)終點力AB3.357200.00503580.99498194.320BC2.87980.09599310.02831800.97208188.895CD3.58200.0053730.99464187.883AB：

8、L1=23.82140171BC： L2=19.64594751CD： L3=24.59225592IL = (23.82140171+19.64594751+24.59225592)x 2=136.1192103 (mm)CD: 7901BC: 733 AB: 1065 卩=0.25 k=0.0015線段L (m)0 (rad)kx+時e-tkx+H0)終點力AB1.016500.00152480.9984764195.000BC0.7330.02443460.00720820.9928178193.600CD8.00100.01200150.9880702191.290AB： L1=7.2

9、55000187BC： L2=5.179374891CD： L3=55.72775194IL = ( 7.255000187+5.179374891+55.72775194)x 2=136.324254 (mm)(X con=1860 X 0.75=1395 ( MPaN=a con X Ay=1395X 140=195300=195.3 ( KN)N1（5 根）：195.3 X 5=976.5(KINN2(4 根):195.3 X 4=781.2(KINN3(4 根):195.3 X 4=781.2(KIN5 束：15%146.48 ,30%:292.95 ,50%: 488.254 束：1

10、5%117.18, 30%.:234.36 ,50%: 390.6壓力表：750231，千斤頂：9081894束：15%30%50%100%103%P(KN)117.18234.36390.6781.2F(Mpa)3.87.713.0026.226.93 束:15%30%50%100%103%P(KN)87.885175.77292.95585.9F(Mpa)2.805.769.719.620.1壓力表：750184,千斤頂：9081944束：15%30%50%100%103%P(KN)117.18234.36390.6781.2F(Mpa)4.18.013.226.226.93束:15%30

11、%50%100%103%P(KN)87.885175.77292.95585.9F(Mpa)3.16.110.0019.720.3壓力表：50227,千斤頂：9081974束：15%30%50%100%103%P(KN)117.18234.36390.6781.2F(Mpa)4.348.2313.4226.3827.163束:15%30%50%100%103%P(KN)87.885175.77292.95585.9F(Mpa)3.376.2810.1719.920.48壓力表：750183,千斤頂：9081914束：15%30%50%100%103%P(KN)117.18234.36390.6781.2F(Mpa)4.077.9213.025.926.73 束:15%30%50%100%103%P(KN)87.885175.77292.95585.9F(Mpa)3.15.999.8519.520.0rad讀作弧度。是一個角度的單位。1rad = 180° / n也就是說冗弧度等于 180弧長的定