30米t梁預(yù)應(yīng)力張拉鋼絞線伸長量計(jì)算書

1、宜巴高速XX合同段30米T梁張拉計(jì)算書一、工程概況1#預(yù)制場負(fù)責(zé)生產(chǎn)XXX1號(hào)特大橋共110片30m T梁。預(yù)應(yīng)力鋼鉸線采用專業(yè)廠家生產(chǎn)的 S15.2mm鋼鉸線公稱面積 A=139mm，標(biāo)準(zhǔn)強(qiáng) 度fpk=1860MPa彈性模量Ep=1.95X1C5 Mpa預(yù)制T梁錨具采用M15型錨具及其配套設(shè) 備，管道采用鋼波紋管，鋼鉸線錨下控制應(yīng)力為（7 k=0.75f pk=1395MPa張拉采用雙控，以鋼束伸長量進(jìn)行校核。1片30米T梁預(yù)應(yīng)力鋼鉸線設(shè)計(jì)工程數(shù)量項(xiàng)目名稱邊跨邊梁中梁鋼束端點(diǎn)N1N2N3N1N2N3下料長度（mm306443067230596306443067230596數(shù)量（束數(shù)）1110

2、10999張拉長度（mm294442947229396294442947229396項(xiàng)目名稱中跨邊梁中梁鋼束端點(diǎn)N1N2N3N1N2N3下料長度（mm305743060230526305743060230526數(shù)量（束數(shù)）1099988張拉長度（mm293742940229326293742940229326二、30mT梁鋼鉸線張拉計(jì)算（一）、鋼絞線理論伸長值計(jì)算1、計(jì)算公式及參數(shù)（1）、預(yù)應(yīng)力筋的理論伸長量計(jì)算公式及參數(shù)L_ PpL （1eT）AEp kX式中：L 計(jì)算段預(yù)應(yīng)力筋的長度（mr）A預(yù)應(yīng)力筋的截面積（口市，取139mAEp-預(yù)應(yīng)力筋的彈性模量（N/mA）,取1.95 x 105N

3、/mA。Pp 預(yù)應(yīng)力筋終點(diǎn)力（N）;x從張拉端至計(jì)算截面的孔道長度（m；9 從張拉端至計(jì)算截面的曲線孔道部分切線的夾角之和（rad）；k孔道每米局部偏差對(duì)摩擦的影響系數(shù)：取0.0015 ;u預(yù)應(yīng)力筋與孔道壁的磨擦系數(shù)，取 0.25。2、伸長量計(jì)算（詳見下表）：錨下控制應(yīng)力 S =0.75 x Ryb=10X 0.75=1395MPa每股控制張拉力1395 x 139=193905N7 股鋼絞線控制張拉力 N=193905X7=1357335N=1357.335KN8 股鋼絞線控制張拉力 N=193905X8=1551240N=1551.24KN9 股鋼絞線控制張拉力 N=193905X9=17

4、45145N=1745.145KN10 股鋼絞線控制張拉力 N=193905X10=1939050N=1939.05KN11 股鋼絞線控制張拉力 N=193905X11=2132955N=2132.96KN簡便計(jì)算公式： L= （PL） /（AyEy）常規(guī)計(jì)算公式： L=2 （ PpL/AyEg）計(jì)算時(shí)按單股鋼絞線計(jì)算中跨預(yù)應(yīng)力鋼束伸長量計(jì)算：自梁端向跨中將鋼絞線分為 AB、BC、CD三段，其中AB、CD為直線段，BC為 圓曲線段?？刂茝埨=969.525KN，單股張拉力為193.905KN按常規(guī)公式計(jì)算岡.一 P段 落PL9k L+ 1 9e-( K X +1 9 )“-(K X + 1

5、1-e9)Pp=P1-e-(K X + 1 9 )/( kL+19)AyL=PpL /AyEg伸長量N1AB193.94.21500.00630.993710.00629193.5921390.0300103.1BC193.5929.750.1221730.042110.958760.04124189.5931390.0682CD189.5930.69800.001040.998960.00104189.5931390.0049AB193.92.33900.00350.996500.00350193.9001390.0167N2BC193.9005.210.1745330.047080.954

6、010.04599189.4111390.0364102.5CD189.4117.10100.010650.989400.01060188.5221390.0494AB193.91.98400.002970.997030.00297193.9001390.0142N3BC193.9003.6560.1221730.032970.967560.03244190.7831390.0257102.9CD190.7839.0100.013510.986580.01342189.5121390.0630N1鋼束單端延伸量厶L=103.1mm,取90%為93mm,圖紙?jiān)O(shè)計(jì)伸長量：94mmN2鋼束單端延伸量

7、厶L=102.5mm,取90%為92mm,圖紙?jiān)O(shè)計(jì)伸長量：91mmN3鋼束單端延伸量厶L=102.9mm,取90%為93mm,圖紙?jiān)O(shè)計(jì)伸長量：90mm施工時(shí)前10%張拉伸長量不準(zhǔn)確，不予考慮，控制10%20% 20%- 100%勺伸長量， 伸長量偏差不超過土 6%否則應(yīng)分析原因或重新張拉。邊跨預(yù)應(yīng)力鋼束伸長量計(jì)算：自梁端向跨中將鋼絞線分為 AB、BC、CD三段，其中AB、CD為直線段，BC為 圓曲線段?？刂茝埨=969.525KN，單股張拉力為193.905KN按常規(guī)公式計(jì)算岡 艮段落PL0K L+ 1 0-(K X + 1 0 ) e“-(K X + 11-e0)-(KPp=P1 -e

8、(x +10) /(kL+ i0 )AyL=PpL/ AyEg伸長量N1AB193.94.20200.00630.993710.00629193.5921390.0300206.7BC193.5929.750.1221730.042110.958760.04124189.5931390.0682CD189.5930.76800.001150.998850.00115189.5931390.0054AB193.94.20200.00630.993710.00629193.5921390.0300BC193.5929.750.1221730.042110.958760.04124189.59313

9、90.0682CD189.5930.69800.001040.998960.00104189.5931390.0049AB193.92.33900.00350.996500.00350193.9001390.0167BC193.9005.210.1745330.047080.954010.04599189.4111390.0364N2CD189.4117.17100.010750.989300.01070188.5301390.0499205.5AB193.92.33900.00350.996500.00350193.9001390.0167BC193.9005.210.1745330.047

10、080.954010.04599189.4111390.0364CD189.4117.10100.010650.989400.01060188.5221390.0494AB193.91.98400.002970.997030.00297193.9001390.0142BC193.9003.6560.1221730.032970.967560.03244190.7831390.0257N3CD190.7839.0800.013620.986470.01353189.5221390.0635206.3AB193.91.98400.002970.997030.00297193.9001390.014

11、2BC193.9003.6560.1221730.032970.967560.03244190.7831390.0257CD190.7839.0100.013510.986580.01342189.5121390.0630N1鋼束單端延伸量厶L=103.4mm,取90%為93mm,圖紙?jiān)O(shè)計(jì)伸長量：95mmN2鋼束單端延伸量厶L=102.8mm,取90%為93mm,圖紙?jiān)O(shè)計(jì)伸長量：91mmN3鋼束單端延伸量厶L=103.2mm,取90%為93mm,圖紙?jiān)O(shè)計(jì)伸長量：90mm施工時(shí)前10%張拉伸長量不準(zhǔn)確，不予考慮，控制10%20% 20%- 100%勺伸長量,伸長量偏差不超過土 6%否則應(yīng)分析原因

12、或重新張拉（二）、鋼絞線實(shí)際伸長量的量測1、張拉程序50%N2 100%N3 100%N2 100% N1N2張拉程序：0t 10%t 20%t 50%; 0t 50%t 100%-此竺t 100%（錨固）；N3張拉程序：010%dn20%jn 100%con持荷2分鐘 100% con（錨固）；N1張拉程序：010%on20%on 100%con持荷2分鐘 100%con（錨固）。2、油表讀數(shù)計(jì)算設(shè)計(jì)張拉應(yīng)力：（T k=0.75f pk=1395MPa千斤頂型號(hào)：Y CW250,編號(hào)：1001213對(duì)應(yīng)油表編號(hào)：10128399回歸方程：y=47.1790x-33.500030mT梁油表讀數(shù)

13、計(jì)算表鋼束編號(hào)部位束 數(shù)n錨下控 制應(yīng)力CT K（Mpa）截面積A（mm2）張拉 力P( KN)10%P(KN)對(duì) 應(yīng) 油 表 讀 數(shù)20%P(KN)對(duì) 應(yīng) 油 表 讀 數(shù)50%P (KN)對(duì)應(yīng) 油表 讀數(shù)100%P (KN)對(duì)應(yīng)油表讀數(shù)N1邊跨 邊梁1113951392133.0213.34.3426.69.0-2133.047.1N21013951391939.1193.913.8387.88.1969.521.11939.142.7N31013951391939.1193.913.8387.88.1-1939.142.7N1邊跨 中梁913951391745.1174.513.4349.

14、07.3-1745.138.4N2913951391745.1174.513.4349.07.3872.619.01745.138.4N3913951391745.1174.513.4349.07.3-1745.138.4N1中跨 邊梁1013951391939.1193.913.8387.88.1-1939.142.7N2913951391745.1174.513.4349.07.3872.619.01745.138.4N3913951391745.1174.513.4349.07.3-1745.138.4N1中跨 中梁913951391745.1174.513.4349.07.3-1745

15、.138.4N2813951391551.2155.123.0310.26.4775.616.81551.234.1N3813951391551.2155.123.0310.26.4-1551.234.1設(shè)計(jì)張拉應(yīng)力：(T k=0.75f pk=1395MPa千斤頂型號(hào)：Y CW250G-2Q0 編號(hào)：091208對(duì)應(yīng)油表編號(hào)：0907128365 回歸方程：y=-0.022x-0.430mT梁油表讀數(shù)計(jì)算表鋼束編號(hào)部位束 數(shù)n錨下控 制應(yīng)力C K(Mpa)截面積A(mm2)張拉 力P( KN)10%P(KN)對(duì) 應(yīng) 油 表 讀 數(shù)20%P(KN)對(duì) 應(yīng) 油 表 讀 數(shù)50%P(KN)對(duì) 應(yīng)

16、油 表 讀 數(shù)100%P (KN)對(duì)應(yīng) 油表 讀數(shù)N1邊跨 邊梁1113951392133.0213.34.3426.69.0-2133.046.5N21013951391939.1193.913.9387.88.1969.520.91939.142.3N31013951391939.1193.913.9387.88.1-1939.142.3N1邊跨 中梁913951391745.1174.513.4349.07.3-1745.138.0N2913951391745.1174.513.4349.07.3872.618.81745.138.0N3913951391745.1174.513.4349.07.3-1745.138.0N1中跨 邊梁1013951391939.1193.913.9387.88.1-1939.142.3N2913951391745.1174.513.4349.07.3872.618.81745.138.0N3913951391745.1174.513.4349.07.3-1745.138.0N1中跨 中梁913951391745.1174.513.4349.07.3-17