預(yù)應(yīng)力伸長量計算書

1、繞城高速公路北線第二合同段45米跨箱梁首跨預(yù)應(yīng)力筋伸長量計算書計算：復(fù)核：審核：路橋華南工程二00六年、概述1、45米跨引橋箱梁分別在腹板、頂板、底板布置縱向預(yù)應(yīng)力筋， 在頂板布置橫向預(yù)應(yīng)力筋,在加厚截面段腹板布置豎向預(yù)應(yīng)力筋，統(tǒng)計如下：縱向及橫向預(yù)應(yīng)力筋豎向預(yù)應(yīng)力筋種類高強(qiáng)度低松弛鋼絞線精軋螺紋鋼具體參數(shù)單根直徑=15.24mm, 鋼絞線截卸積 A=141mm， 標(biāo)準(zhǔn)弓雖度f=1860MPa 彈性模量 E=1.88M0Pa直徑=32mm 截回積 A=803.84mm 彈性模量 E=1.95M0Pa（根據(jù)市交通工程質(zhì)量監(jiān)督站檢驗室提供報告，所檢驗三批鋼絞線實(shí)際彈性模量分別為1.8908 M05

2、MPa 1.9029 M05MPa 1.8482 M05MPa 取算術(shù)平均值 1.88 M05MPa 所檢驗三批 鋼絞線實(shí)際截面積分別為140.97mnf, 140.96mm2, 140.97mm2,取算術(shù)平均值為 14佃余） 2、各種預(yù)應(yīng)力筋拉控制力及拉機(jī)具統(tǒng)計如下:預(yù)應(yīng)力筋分類單孔 根數(shù)單孔截面積（mrri）拉控制力（kN）拉頂 規(guī)格拉頂 編R縱向腹板束1926793512.8460t1#, 2#2231024067.4460t1#, 2#縱向底板束2231024067.4460t1#, 2#縱向頂板束1216922218.6250t3#, 4#橫向頂板束3141 （單根）195.3 （單

3、根）25t豎向筋1803.84568.260t5#, 6#（相關(guān)液壓拉頂標(biāo)定說明書見附錄）、理論伸長量計算公式:根據(jù)對于曲線段與直線段組成的預(yù)應(yīng)力筋, 即：拉伸長值應(yīng)分段計算，然后對計算結(jié)果進(jìn)行疊加,LP2禮 （品P?2）. 一一一LiAsEs2AsEsP1 e（kxLi ：第i段預(yù)應(yīng)力筋長度;Ri,P2：分別為第i線段兩端的預(yù)應(yīng)力筋拉力；其中x為從拉端到計算截面的孔道長度；為曲線孔道部分切線的夾角之和；k為孔道每米局部偏差對摩擦的影響系數(shù)，取0.0015 ;為預(yù)應(yīng)力筋與孔道的摩擦系數(shù)，取0.2 ;Es：預(yù)應(yīng)力鋼筋彈性模量；三、縱向腹板束FL11 (FL12)伸長量計算:FL11 (FL12)

4、豎彎形式如下圖:(D IS段為曲線段：=0.1139 , R=20m L= R=2.279mkL+ =0.0015 2.279+0.20.1139=0.026起點(diǎn)拉力：3512.8kN ,終點(diǎn)拉力：R1 e (kx3512.8e 0.026 3421.9kN該段伸長彳1為：Li(Pi12As”(3512.8 3421.9) 2.2792 2679 1880000.016mHI段為直線段: =0, L=6.726mkL+ =0.0015 .726+0.20=0.01起點(diǎn)拉力：3421.9kN,終點(diǎn)拉力：R1 e (kx3421.9e 0.01 3387.6kN該段伸長彳1為：Li2As?Li(3

5、387.6 3421.9)6.7262 26791880000.045mGH段為直線段: =0, L=5.436mkL+ =0.0015 5.436+0.20=0.008起點(diǎn)拉力：3387.6kN ,終點(diǎn)拉力：R1 e (kx3387.60.008e3360.1kN該段伸長彳1為：Li(Ri2As/(3387.62 2679 1880003360.1)5.4360.036mL= R=5.888mFG段為曲線段: =0.1682 , R=35mkL+ =0.0015 5,888+0.2 0.1682=0.042起點(diǎn)拉力：3360.1kN ,終點(diǎn)拉力：F；i e (kx)3360.1 e 0.04

6、23220.3kN0.038m該段伸長彳直為:Li(Fi1 % X 3220.3) 5,8882AsEs2 2679 188000EF段為直線段：=0, L=3.369mkL+ =0.0015 X3.369+0.2 0=0,005起點(diǎn)拉力：3220.3kN終點(diǎn)拉力：F；1 e (kx )3320.3 e 0.005 3204.1kN0.021m該段伸長彳直為:Li里&Li (3220.3 R)5.888 2AsEs2 2679 188000DE段為曲線段：=0.1682 , R=35m L= R=5.888mkL+ =0,0015 5,888+0.2 0,1682=0.042起點(diǎn)拉力：3204

7、.1kN,終點(diǎn)拉力：F；1 e (kx )3204.1 e 0,042 3070.9kN0.037m該段伸長彳直為:Li 32ki X 3070.9) 5,888 2AsEs2 2679 188000CD段為直線段：=0, L=11,357mkL+ =0.0015 M1.357+0.2 0=0,017起點(diǎn)拉力：3070.9kN終點(diǎn)拉力：F；1 e (kx )3070.9 e 0,017 3019kN0.069m該段伸長彳直為:Li網(wǎng)70,9.9)11.3572AsEs2 2679 188000BC段為曲線段：=0.1744 , R=40m L= R=6,978mkL+ =0.0015 4,97

8、8+0,2 0,1744=0,045起點(diǎn)拉力：3019kN,終點(diǎn)拉力：F；1 e (kx )3019 e 0,045 2885.1kN該段伸長彳1為：Li (P1 P2)L2AsEsAB段為直線段：=0, L=5.599mkL+ =0.0015 5.599+0.2 0=0.008起點(diǎn)拉力：2885.1kN終點(diǎn)拉力：Ri e (kx )2885.1該段伸長彳1為：Li (p1 P2)L2AsEs合計伸長量為：(3019 2885.1) 6.978 0.041m2 2679 188000e 0.008 2861kN(2885.1 2860)5.599 0.032m2 2679 188000L Li

9、 0.336m分段編號ex(m)L(m)kL+ i ee-(kL+ 心 e)各段終點(diǎn) 拉力P(kN)各段平均 拉力 Pp(kN)伸長量(m)2861.0AB05.5145.5990.0080.9922885.12873.10.032BC0.174446.9466.9780.0450.9563019.02952.10.041CD011.35711.3570.0170.9833070.93044.90.069DE0.168226.0785.8880.0420.9583204.13137.50.037EF03.3213.3690.0050.9953220.33212.20.021FG0.168226

10、.0785.8880.0420.9583360.13290.20.038GH05.4365.4360.0080.9923387.63373.80.036HI06.7266.7260.0100.9903421.93404.80.045IJ0.113952.2742.2790.0260.9743512.83467.40.016合計0.336四、頂板縱向預(yù)應(yīng)力筋伸長量計算：=0, L=18mkL+ =0.0015 M8+0.2 0=0.027起點(diǎn)拉力：P1=2218.6kN終點(diǎn)拉力：e(kx )2218.6 e 0.027 2159.5kN該段伸長彳直為:L 回L (2218.6 - 18 0.12

11、4m 2AsEs2 1692 188000五、頂板橫向預(yù)應(yīng)力筋伸長量計算：AB段為直線段=0, L=6.275mkL+ =0.0015 .275+0.2 0=0.009起點(diǎn)拉力：P1= 195.3kN終點(diǎn)拉力：R e(kx ) 195.3 e 0.009 193.5kN該段伸長彳直為:L (PP)L(195.3 193.5) 6.275 0.046m2AsEs2 141 188000BC段為曲線段 =0.0724 , L= R=0.96mkL+ =0.0015 0.96+0.2 0.0724=0.016起點(diǎn)拉力：P1=193.5kN終點(diǎn)拉力：R e(kx ) 193.5 e 0.016 190

12、.4kN、匚兒網(wǎng)士4,(P P2) ,(193.5 190.4) c ccm該段伸長彳1為：L 12 L18 0.007m2AsEs2 141 188000CD段為直線段 =0, L=1.6mkL+ =0.0015 M.6+0.2 0=0.002起點(diǎn)拉力：P1=190.4kN終點(diǎn)拉力：R e(kx ) 190.4 e 0.002 190kN,a/山上/古4I (P POi(190 190.4) G該段伸長值為： L L 1.6 0.011m2AsEs2 141 188000DE段為曲線段 =0.0322 , L=0.96mkL+ =0.0015 0.96+0.2 0.0322=0.008起點(diǎn)拉

13、力：P1=190kN終點(diǎn)拉力：e(kx )190 e 0.008 188.5kN該段伸長彳直為:L (P一PL (190 188.5)0.96 0.007m2AsEs2 141 188000EF段為直線段 =0, L=2.3mkL+=0.0015 X2.3+0.2 0=0.003起點(diǎn)拉力：P1=188.5kN終點(diǎn)拉力：R e(kx ) 188.5 e 隗03 187.8kN該段伸長彳直為:L (P一 L(187.8 188.5) 2.3 0.016m2AsEs2 141 188000(6)各段伸長量疊加合計為：L Li 0.088m八、豎向精軋螺紋鋼伸長量計算:單根精軋螺紋鋼拉控制力為 損失：568.2kN ,截面積803.84mni,不考慮與管臂摩擦導(dǎo)致的預(yù)應(yīng)力(1)高側(cè)腹板豎向長度2.338m,L(1)低側(cè)腹板豎向長度 2.170m, L七、預(yù)應(yīng)力筋伸長量匯總：PL 568.2 103 2.338 0八 8.6mm AEs803.84 195000PL 568.2 103 2.17 八7.9mmAEs803.84 195000預(yù)應(yīng)力分類拉百分比對應(yīng)伸長量 (mm)錨具夾片回縮量(mm)10%20%50%100%工作夾片工具夾片腹板束FL11(FL12)34671683365