預應力張拉伸長量計算書后張法

1、海濱大道北段二期工程預制箱梁鋼絞線理論伸長值及壓力表讀數(shù)計算書、鋼絞線伸長量計算.計算依據(jù)公路橋涵施工技術規(guī)范中公式（12.8.3-1） 公路橋涵施工技術規(guī)范中附錄 G-8預應力筋平均張拉力的計算；海濱大道北段二期（疏港三線立交蛭頭沽）設計圖紙.計算公式: L=FpL (12.8.3-1)ApEpPpP(1 -e4kx )(附錄G-8)P =Ap其中：x從張拉端至計算截面的孔道長度（ 成，取張拉端到跨中孔道長度;連續(xù)端非連續(xù)端N117.165N117. 325N217.205N217. 315N317.240N317. 300N417.270N417. 300N517.305N517. 275

2、日一從張拉端至計算截面曲線孔道部分切線的夾角之和（ rad）,取8.5o即0.148353rad;0.0015 ;k一孔道每米局部偏差對摩擦的影響系數(shù)，本工程采用塑料波紋管，取N 一預應力筋與孔道壁的摩擦系數(shù)，本工程采用 $ 15.2mm高強低松弛鋼絞線及塑料波紋管孔道，根據(jù)圖紙取 0.17;P 一預應力筋張拉端的張拉力（N）;為一預應力筋的截面面積（mr2）;仃con一張拉控制應力（MPa,根據(jù)圖紙取0.73fpk；B 一預應力筋平均張拉力（N）; pL一預應力筋的長度（mm,取張拉端到跨中鋼絞線長度;海濱大道北段二期工程預制箱梁鋼絞線理論伸長值及壓力表讀數(shù)計算書中跨邊跨N117165N11

3、7325N217205N217315N317240N317300N417270N417300N517305N517275Ep鋼絞線彈性模量，本工程采用Gs 15.2mm高強低松弛鋼絞線，根據(jù)試驗取51.91父10 MPa （鋼絞線彈性模量檢測報告附后 ）L 理論伸長值（mm。3 .伸長值計算連續(xù)端N1P - conAp =0.73fpkAp =0.73 1860 140 4-760368N coi I pp pPp =p(1 _e,kx HO)760368 (1 _e40.0015 17.165 0.17 0.148353)kx J0.0015 17.165 0.17 0.148353) =7

4、41316.02NPpL L = p741316.02 17165ApEp140 4 1.91 105-119.0mm連續(xù)端N2P = conAp =0.73fpkAp =0.73 1860 140 4-760368NPp =)-741293.97NP(1 _e-(kx -B)760368 (1 e40.0015 17205 017 0.148353)0.0015 17.205 0.17 0.148353PpL.1二 p741293.97 17205ApEp140 4 1.91 105-119.2mm連續(xù)端N3P =晨0nAp =0.73fpkAp =0.73 1860 140 4 = 760

5、368NPp = 741274.68NP(1 e-(kx R)760368 (1 e-(0.001517.24 0.17 0.148353)0.0015 17.24 0.17 0.148353PpLL=AEp 140 4 1.91 105741274.68 17240=119.5mm海濱大道北段二期工程預制箱梁鋼絞線理論伸長值及壓力表讀數(shù)計算書連續(xù)端N4p =；：conA。=0.73fpkAp =0.73 1860 140 4 =760368N con pp pp(1-eJkx T)760368 (1 -e,。0015 江27 017。,儂53)pp ：0.0015 17.27 0.17 0.

6、148353-741258.14NL = PpL 一5ApEp140 4 1.91 105741258.14 17270=119.7mm連續(xù)端N5p刈Ap =0.73fpkAp =0.73 1860 140 4 = 760368Ncon pp pPp =p(1 _e_(kx tIQ)760368 (1 - e40.015 17.305 0.17 0. 148353)kx0.0015 17.305 0.17 0.148353= 741238.85NppL L )ApEp非連續(xù)端741238.85 173055140 4 1.91 105=119.9mmN1p - ； c0nAp =0.73fpk

7、Ap =0.73 1860 140 4 = 760368NPp =p(1 ekx，B)760368 (1 e，。001517325。17 0.148353)kx J0.0015 17.325 0.17 0.148353= 741227.83NppLL =- ApEp741227.83 173255140 4 1.91 105=120.1mm非連續(xù)端N2p = c0nAp =0.73 fpkAp =0.73 1860 140 4-760368NPp =p(1 _e 4kx T)760368 (1 - K。001517315 017 0.148353)0.0015 17.315 0.17 0.14

8、8353=741233.34 N741233.34 17315ApEp一5140 4 1.91 105=120.0mm非連續(xù)端N3P = ；conAp u0.73fpkAp =0.73 1860 140 4 =760368NPp =741241.61Np(1 eYkx -3)760368 (1 一 eY0.0015173 0.17 0.148353)0.0015 17.3 0.17 0.148353海濱大道北段二期工程預制箱梁鋼絞線理論伸長值及壓力表讀數(shù)計算書PpLApEp741241.61 17300140 4 1.91 105= 119.9mm非連續(xù)端N4P = conAp =0.73fp

9、kAp =0.73 1860 140 5 =950460N coi I pp pP(1 -eJkx T)kx叩950460 (1 - eJ.015173 .17 .148353)0.0015 17.3 0.17 0.148353926552.01NPpLApEp926552.01 17300_5140 5 1.91 105=119.9mm非連續(xù)端N5P=；: c0nAp =0.73fpkAp =0.73 1860 140 5 = 950460N_ P(1e)kx 叩950460。飛,0.0015 17.275 0.17 0.148353)0.0015 17.275 0.17 0.148353=

10、926569.24 NPpLApEp926569.24 17275140 5 1.91 105=119.7mm由以上計算結果得出：中跨箱梁理論伸長值如下N1 =119.0 2 =238.0mmN2 =119.2 2 238.4mmN 3 =119.5 2 =239.0mmN4 =119.7 2 239.4mmN5 =119.9 2 = 239.8mm邊跨箱梁理論伸長值如下N1 =119.0 120.1 =239.1mmN2 =119.2 120.0 = 239.2mmN3 W19.5 119.9 239.4mmN4 =119.7 119.9 =239.6mmN5 =119.9 119.7 =2

11、39.6mm海濱大道北段二期工程預制箱梁鋼絞線理論伸長值及壓力表讀數(shù)計算書二、壓力表讀數(shù)計算.計算依據(jù)海濱大道北段二期（疏港三線立交蛭頭沽）設計圖紙千斤頂標定報告09-JZ163178；（報告附后）.計算公式千斤頂力與壓力表讀數(shù)對應關系如下式：y = ax b其中：y一千斤頂力（KN）；x一壓力表讀數(shù)（MPa；a , b 一常系數(shù)。力與應力關系如下式：P -conAp各項代表意義同伸長值計算。.油表讀數(shù)計算1折由泵，千斤頂編號090201,壓力表編號1269;千斤頂證書號：09-JZ163y = 19.19x + 6.4689R2 = 0.9998由上圖可知：y =19.19x+6.4689

12、,則壓力表讀數(shù)計算如下：4束鋼絞線：P =0.73 1860 140 4=760368N=760.368KN15%空制應力時：y=0.15P=0.15 760.368 =114.06KN海濱大道北段二期工程預制箱梁鋼絞線理論伸長值及壓力表讀數(shù)計算書y -6.4689 114.06-6.4689x 二二19.1919.19= 5.6Mpa30%空制應力時：100%空制應力時:5束鋼絞線：15%空制應力時：30%空制應力時：100%空制應力時:y = 0.3P = 0.3 760.368 = 228.11KNy -6.4689228.11 -6.4689x -19.1919.19y = P =76

13、0.368KNy -6.4689V =19.19= 11.5Mpa760.368 一 6.468919.19= 39.3MpaP =0.73 1860 140 5 =950460N =950.46KNy -0.15P =0.15 950.46 -142.57KNy - 6.468919.19142.57 -6.468919.19= 7.1Mpay=0.3P=0.3 950.46 = 285.14KNy -6.4689285.14 -6.4689x14.5Mpa19.1919.19y u P=950.46KNy -6.468919.19950.46 -6.468919.19=49.2Mpa海濱大

14、道北段二期工程預制箱梁鋼絞線理論伸長值及壓力表讀數(shù)計算書2折由泵，千斤頂編號090202,壓力表編號9023;1000千斤頂證書號：C9-JZ166y = 19.065X + 2.2376R2 = 0.9999900800700N 600_ S 500票 400檢 300200100_ n_,!,!,00.C5.010.015.020.025.030.035.040.045.050.055.0壓力表t賣數(shù)（Mpa海濱大道北段二期工程預制箱梁鋼絞線理論伸長值及壓力表讀數(shù)計算書30%空制應力時:y=0.3P=0.3 950.46 = 285.14KNy -2.2376285.14 -2.23761

15、9.06519.065= 14.8Mpa100%空制應力時:P -950.46KNy -2.237619.065950.46 -2.2376=49.7Mpa19.0653折由泵，千斤頂編號090302,壓力表編號1259;千斤頂證書號:09-JZ168y = 19.193x + 1.3431R2 = 0.9998由上圖可知：y= 19.193x+1.3431 ,則壓力表讀數(shù)計算如下:4束鋼絞線：= 0.73 1860 140 4 =760368N =760.368KN15%空制應力時:y=0.15P=0.15 760.368 =114.06KNy -1.3431x 二19.193114.06-

16、1.3431=5.9Mpa19.19330%空制應力時:y = 0.3P = 0.3 760.368 = 228.11KNy -1.3431228.11 -1.3431x = = = 11.8Mpa19.19319.193100%空制應力時:y = P =760.368KN海濱大道北段二期工程預制箱梁鋼絞線理論伸長值及壓力表讀數(shù)計算書5束鋼絞線：y -1.343119,193760.368 -1.343119,193= 39.5MpaP =0.73 1860 140 5 =950460N =950.46KN15%空制應力時:y -0.15P =0.15 950.46 -142.57KN30%空

17、制應力時:y -1.3431x =19,193142.57 -1.343119,193= 7.4Mpay=0.3P=0.3 950.46 = 285.14KNy -1.3431285.14 -1.3431x 二19,19319.193= 14.8Mpa100%空制應力時:y = P -950.46KNy -1.3431x 二19,193950.46 -1.343119,193= 49.5Mpa4#油泵，千斤頂編號090303,壓力表編號8823;千斤頂證書號：09-JZ170y = 19,047x + 2.1925R2 = 0,9999由上圖可知：y =19.047x+2.1925 ,則壓力表

18、讀數(shù)計算如下:4束鋼絞線：P =0.73 1860 140 4 =760368N =760,368KN15%空制應力時：y=0.15P=0.15 760.368 -114.06KN海濱大道北段二期工程預制箱梁鋼絞線理論伸長值及壓力表讀數(shù)計算書y -2.1925114.06 -2.1925x 二二19.04719.047= 5.9Mpa30%空制應力時：100%空制應力時:5束鋼絞線：15%空制應力時：30%空制應力時：100%空制應力時:y = 0.3P = 0.3 760.368 = 228.11KNy -2.192519.047228.11 -2.192519.047y = P =760.

19、368KNy -2.192519.047= 11.9Mpa760.368 -2.192519.047= 39.8MpaP =0.73 1860 140 5 =950460N =950.46KNy -0.15P =0.15 950.46 -142.57KNy -2.1925 142.57 -2.1925 x 二二19.04719.047= 7.4Mpay=0.3P=0.3 950.46 = 285.14KNy -2.1925285.14 -2.1925x14.9Mpa19.04719.047y u P=950.46KNy -2.192519.047950.46 -2.192519.047=49.

20、8Mpa10海濱大道北段二期工程預制箱梁鋼絞線理論伸長值及壓力表讀數(shù)計算書5#油泵，千斤頂編號090304,壓力表編號1199;1000千斤頂證書號：09-JZ171y = 19.071X - 0.6931R2 = 0.9998900_一800)700NK 600( 500定 400 檢300200 100010.05.010.015.020.025.030.035.040.045.050.055.0壓力表讀數(shù)(Mpa11海濱大道北段二期工程預制箱梁鋼絞線理論伸長值及壓力表讀數(shù)計算書30%空制應力時:y=0.3P=0.3 950.46 = 285.14KN= 15.0Mpay 0.693128

21、5.14 0.6931x =19.07119.071100%空制應力時:y = P =950.46KNy 0.6931 x 19.071950.46 0.693119.071= 49.9Mpa6折由泵，千斤頂編號090305,壓力表編號9523;y = 19.311x + 1.4319R2 = 0.9998千斤頂證書號：09-JZ173= 19.311x+1.4319,則壓力表讀數(shù)計算如下:由上圖可知：y4束鋼絞線：= 0.73 1860 140 4 =760368N =760.368KN15%空制應力時:y=0.15P=0.15 760.368 =114.06KNy -1.4319x 二19

22、.311114.06-1.4319= 5.8Mpa19.31130%空制應力時:y = 0.3P = 0.3 760.368 = 228.11KNy -1.4319228.11 -1.4319x = = = 11.7Mpa19.31119.311100%空制應力時:y = P =760.368KN12海濱大道北段二期工程預制箱梁鋼絞線理論伸長值及壓力表讀數(shù)計算書5束鋼絞線：y -1.4319 x =19.311760.368 -1.431919.311=39.3MpaP =0.73 1860 140 5 =950460N =950.46KN15%空制應力時:y -0.15P =0.15 950

23、.46 -142.57KN30%空制應力時:y -1.4319x =19.311142.57 -1.431919.311= 7.3Mpay=0.3P=0.3 950.46 = 285.14KN100%空制應力時:y -1.431919.311285.14 -1.431919.311= 14.7Mpay = P -950.46KNy -1.431919.311950.46 -1.431919.311=49.1Mpa7折由泵，千斤頂編號090306,壓力表編號1089;千斤頂證書號：09-JZ175y = 19.351x + 3.5574R2 = 0.9999由上圖可知：y=19.351x-3.5

24、574,則壓力表讀數(shù)計算如下:4束鋼絞線：P =0.73 1860 140 4 =760368N =760.368KN15%空制應力時：y=0.15P=0.15 760.368 -114.06KN13海濱大道北段二期工程預制箱梁鋼絞線理論伸長值及壓力表讀數(shù)計算書y 3.5574114.06 3.557419.35119.351= 5.7Mpa30%空制應力時：100%空制應力時:5束鋼絞線：15%空制應力時：30%空制應力時：100%空制應力時:y = 0.3P = 0.3 760.368 = 228.11KNy 3.5574228.11 3.5574 一=11.6Mpa19.35119.35

25、1y = P =760.368KNy 3.5574760.368 3.557419.35119.351= 39.1MpaP =0.73 1860 140 5 =950460N =950.46KNy -0.15P =0.15 950.46 -142.57KNy 3.557419.351142.57 3.557419.351= 7.2Mpay=0.3P=0.3 950.46 = 285.14KNy 3.557285.14 3.5574x14.6Mpa19.35119.351y u P=950.46KNy 3.557419.351950.46 3.557419.351=48.9Mpa14海濱大道北段二期工程預制箱梁鋼絞線理論伸長值及壓力表讀數(shù)計算書8折由泵，千斤頂編號090309,壓力表編號3239;= 19.079x0.3843,則壓力表讀數(shù)計算如下:由上圖可知：yy = 19.079x - 0.3843R2 = 0.9999千斤頂證書號：09-JZ1774束鋼絞線：P =0.73 1860 140 4 760368N =760.368KN15%空制應力時:y=0.15P=0.15 760.368 =114.06KNy 0.3843 114.06 0.384319.07