1、衡昆國(guó)道主干線GZ75公路平遠(yuǎn)街鎖龍寺高速公路6 合同 半坡段 K95+300K100+280.91T梁預(yù)應(yīng)力拉計(jì)算書中國(guó)公路橋梁工程總公司第七項(xiàng)目經(jīng)理部二OO四年八月2 0 M 梁板拉計(jì)算算例K95+796（左）1-1 # T 梁一、已知條件該T梁是1片一端簡(jiǎn)支一端連續(xù)邊梁，梁長(zhǎng)：Lo=1996.5 （cm）。該T梁設(shè)有3束鋼束，其中：號(hào)鋼束設(shè)有 5根©15.24鋼絞線，鋼束長(zhǎng)度（包括每端 預(yù)留工作長(zhǎng)度75cm ）: L1 = Lo+96cm ;號(hào)鋼束設(shè)有6根©15.24鋼絞線，鋼束長(zhǎng)度（包括 每端預(yù)留工作長(zhǎng)度75cm ）: L2 = Lo+1O3cm ;號(hào)鋼束設(shè)有6根&

2、#169;15.24鋼絞線，鋼束長(zhǎng)度 （包括每端預(yù)留工作長(zhǎng)度 75cm ）: L3 = Lo+108 cm。該T梁、號(hào)鋼束豎彎角度均為：B豎=9 °7'44 ，、號(hào)鋼束平彎角度均為：9平=6 °0 '34 。預(yù)應(yīng)力拉千斤頂工作段長(zhǎng)度：L工二55cm，壓力表回歸方程：3021號(hào)壓力表（簡(jiǎn)稱壓力 表 1）為：Y=0.0209X-0.1109、1482 號(hào)壓力表（簡(jiǎn)稱壓力表 2）為：Y=0.0214X-0.095。預(yù)應(yīng)力筋為低松弛鋼絞線，其截面積為：Ap = 140 mm 2,彈性模量為：Ep = 1.95 X105Mpa, 拉控制應(yīng)力：c k = 1395 Mp

3、a，采用兩端同時(shí)對(duì)稱拉技術(shù)。二、預(yù)應(yīng)力鋼絞線伸長(zhǎng)值計(jì)算公式預(yù)應(yīng)力鋼絞線伸長(zhǎng)值： L= （Pp XL）/（A p XEp）,其中：L預(yù)應(yīng)力鋼絞線伸長(zhǎng)值（mm ）L-預(yù)應(yīng)力鋼絞線計(jì)算長(zhǎng)度（mm ），包括千斤頂工作段長(zhǎng)度；Ap 預(yù)應(yīng)力鋼絞線的截面面積（mm2）；Ep 預(yù)應(yīng)力鋼絞線的彈性模量（N/ mm 2）;Pp 預(yù)應(yīng)力鋼絞線的平均拉力（N ）;按JTJ041 2000公路橋涵施工技術(shù)規(guī)附錄G-8曲線筋公式計(jì)算，即Pp =P x（1-e-（kx+ "9） / （kx+卩9）其中：P 預(yù)應(yīng)力鋼束拉端的拉力（N）;k 孔道每米局部偏差對(duì)摩擦的影響系數(shù)（波紋管計(jì)算取0.0015 ）。x -從拉端

4、至計(jì)算截面的孔道長(zhǎng)度（m ）;卩-預(yù)應(yīng)力鋼絞線與孔道壁的摩擦系數(shù)（波紋管計(jì)算取0.2 ）;9從拉端至計(jì)算截面的孔道部分切線的夾角之和（rad）。、鋼絞線伸長(zhǎng)值計(jì)算1、號(hào)鋼束預(yù)應(yīng)力鋼絞線一端伸長(zhǎng)值預(yù)應(yīng)力鋼絞線計(jì)算長(zhǎng)度 Li/2 =( 1996.5 + 96 2X75) /2 + 55 = 1026.3 (cm )每根預(yù)應(yīng)力鋼絞線截面面積：Ap = 140 (mm2)預(yù)應(yīng)力鋼絞線彈性模量：E)= 1.95 X105 (N/ mm 2)每根預(yù)應(yīng)力鋼絞線拉端的平均拉力：Pp = PX(1-e-(kx+ ") / (kx+卩8)其中：P = Ap X* = 140 X1395 = 195300

5、 (N)B = 9 °7'44 弋.165146932 (rad)kx+ 0=0.0015 X10.263 + 0.2 X0.165146932 = 0.048423886Pp = 195300 X(1-e-°.°48423886 ) /0.048423886 = 190647 ( N )每根鋼絞線一端伸長(zhǎng)值： L1 = (Pp XL)/(Ap XEp) = (190647 X 10263)/( 140 X1.95 X105)=71.7 (mm )2、號(hào)鋼束預(yù)應(yīng)力鋼絞線一端伸長(zhǎng)值預(yù)應(yīng)力鋼絞線計(jì)算長(zhǎng)度 L1/2 =( 1996.5 + 103 2 X75 )

6、 /2 + 55 = 1029.8 (cm )每根預(yù)應(yīng)力鋼絞線截面面積：Ap = 140 (mm 2)預(yù)應(yīng)力鋼絞線彈性模量：& = 1.95 X105 (N/ mm 2)每根預(yù)應(yīng)力鋼絞線拉端的平均拉力：Pp = PX(1-e-(kx+ ") / (kx+卩0)其中：P = Ap X* = 140 X1395 = 195300 (N)0 = 0豎 + 0平=9 °7'44 " 42X6 °0 34 =23 °8 '52 主.404004937 (rad)kx+ 0=0.0015 X10.298 + 0.2 X0.40400

7、4937 = 0.096247987Pp = 195300 X(1-e-0.096247987 ) /0.096247987 = 186196 ( N )每根鋼絞線一端伸長(zhǎng)值： L2 = (Pp XL)/(A p XEp) = (186196 X 10298)/( 140 X1.95 X105)=70.2 (mm )3、號(hào)鋼束預(yù)應(yīng)力鋼絞線一端伸長(zhǎng)值預(yù)應(yīng)力鋼絞線計(jì)算長(zhǎng)度 L1/2 =( 1996.5 + 108 2 X75 ) /2 + 55 = 1032.3 (cm )每根預(yù)應(yīng)力鋼絞線截面面積：Ap = 140 (mm 2)預(yù)應(yīng)力鋼絞線彈性模量：& = 1.95 X105 (N/ mm

8、 2)每根預(yù)應(yīng)力鋼絞線拉端的平均拉力：Pp = PX(1-e-(kx+ ") / (kx+卩8)其中：p = Ap x 飯=140 X1395 = 195300 (N)B豎 + 8平=9 °7'44 " 42X6 °0 34 毘3 °8 '52 弋.404004937 (rad)kx+ 0=0.0015 X10.323 + 0.2 X0.404004937 = 0.096285487Pp = 195300 x(1-e-0.096285487 ) /0.096285487 = 186192 ( N )每根鋼絞線一端伸長(zhǎng)值： L3

9、= (Pp XL)/(Ap XEp) = (186192 X10323)/( 140 X1.95 X105)=70.4 ( mm )四、拉各階段鋼束伸長(zhǎng)值、拉力、千斤頂壓力表讀數(shù)1、號(hào)預(yù)應(yīng)力鋼束 號(hào)鋼束拉程序：0f初應(yīng)力(15% ok)f 30%(持荷2min錨固)(1) 、拉到初應(yīng)力(15%歸時(shí)，鋼束伸長(zhǎng)值、拉力、千斤頂壓力表讀數(shù)：鋼束一端伸長(zhǎng)值：AL15% =AL1 X15% = 71.7 X15% = 10.8 (mm )鋼束一端拉力：P15% = 5 X 換XApX15% = 5 X1395 X140 X15% = 146475 (N )=146.475 ( KN)壓力表 1 讀數(shù):丫

10、15% = 0.0209X-0.1109 = 0.0209 X146.475-0.1109 = 2.95(Mpa)壓力表 2 讀數(shù):丫15% = 0.0214X-0.095 = 0.0214 X146.475-0.095 = 3.04(Mpa)(2 )、拉到30%冰時(shí)，鋼束伸長(zhǎng)值、拉力、千斤頂壓力表讀數(shù)：鋼束一端伸長(zhǎng)值：AL30% =AL1 X30% = 71.7 X30% = 21.5 (mm )鋼束一端拉力：P30% = 5 X 換 XApX30% = 5 X1395 X140 X30% = 292950 (N )=292.95 (KN )壓力表 1 讀數(shù):丫30% = 0.0209X-0

11、.1109 = 0.0209 X292.95-0.1109 = 6.01(Mpa)壓力表 2 讀數(shù):丫30% = 0.0214X-0.095 = 0.0214 X292.95-0.095 = 6.17(Mpa)(3)、拉到葉時(shí)，鋼束伸長(zhǎng)值、拉力、千斤頂壓力表讀數(shù)：鋼束一端伸長(zhǎng)值：AL100% =AL1 = 71.7 ( mm )鋼束一端拉力：P100% = 5 Xdk XAp = 5 X1395 X140 = 976500 (N ) = 976.5 (KN)壓力表 1 讀數(shù):丫100% = 0.0209X-0.1109 = 0.0209 X976.5-0.1109 = 20.30(Mpa)壓力

12、表 2 讀數(shù):丫100% = 0.0214X-0.095 = 0.0214 X976.5-0.095 = 20.80(Mpa)2、號(hào)預(yù)應(yīng)力鋼束 號(hào)鋼束拉程序：0f初應(yīng)力(15% ok)f 30% okf 60% okfok (持荷2min錨固)(1) 、拉到初應(yīng)力(15% ok)時(shí)，鋼束伸長(zhǎng)值、拉力、千斤頂壓力表讀數(shù)：鋼束一端伸長(zhǎng)值：AL15% =AL2 X15% = 70.2 X15% = 10.5 (mm )鋼束一端拉力：P15% = 6 XoXApX15% = 6 X1395 X140 X15% = 175770 (N )=175.770 ( KN)壓力表 1 讀數(shù):丫15% = 0.0

13、209X-0.1109 = 0.0209 X175.770-0.1109 = 3.56(Mpa)壓力表 2 讀數(shù):丫15% = 0.0214X-0.095 = 0.0214 X175.770-0.095 = 3.67(Mpa)(2) 、拉到初應(yīng)力(30% ok)時(shí)，鋼束伸長(zhǎng)值、拉力、千斤頂壓力表讀數(shù)：鋼束一端伸長(zhǎng)值：AL30% =AL2 X30% = 70.2 X30% = 21.1 (mm )鋼束一端拉力：P30% = 6 X o XApX30% = 6 X1395 X140 X30% = 351540 (N )=351.540 ( KN)壓力表 1 讀數(shù):丫30% = 0.0209X-0.

14、1109 = 0.0209 X351.540-0.1109 = 7.24(Mpa)壓力表 2 讀數(shù):丫30% = 0.0214X-0.095 = 0.0214 X351.540-0.095 = 7.43(Mpa)(3) 、拉到60% ok時(shí)，鋼束伸長(zhǎng)值、拉力、千斤頂壓力表讀數(shù)：鋼束一端伸長(zhǎng)值：AL60% =AL2 X60% = 70.2 X60% = 42.1 (mm )鋼束一端拉力：P60% = 6 X o XApX60% = 6 X1395 X140 X60% = 703080 (N )=703.080 ( KN)壓力表 1 讀數(shù):丫60% = 0.0209X-0.1109 = 0.020

15、9 X703.080-0.1109 = 14.58(Mpa)壓力表 2 讀數(shù):丫60% = 0.0214X-0.095 = 0.0214 X703.080-0.095 = 14.95(Mpa)(4) 、拉到ok時(shí)，鋼束伸長(zhǎng)值、拉力、千斤頂壓力表讀數(shù)：鋼束一端伸長(zhǎng)值：AL100% =AL2= 70.2 ( mm )鋼束一端拉力：P100% = 6 Xo XAp = 6 X1395 X140 = 1171800 (N )= 1171.800 ( KN)壓力表 1 讀數(shù):丫100% = 0.0209X-0.1109 = 0.0209 X1171.800-0.1109 = 24.38(Mpa) 壓力表

16、 2 讀數(shù):丫100% = 0.0214X-0.095 = 0.0214 X1171.800-0.095 = 24.98(Mpa)3、號(hào)預(yù)應(yīng)力鋼束 號(hào)鋼束拉程序：0f初應(yīng)力(15% ok)f 30% okfok (持荷2min錨固)(1) 、拉到初應(yīng)力(15%耐時(shí)，鋼束伸長(zhǎng)值、拉力、千斤頂壓力表讀數(shù)：鋼束一端伸長(zhǎng)值：AL15% =AI_3 X15% = 70.4 X15% = 10.6 (mm )鋼束一端拉力：P15% = 6 X 換XApX15% = 6 X1395 X140 X15% = 175770 (N )=175.770 ( KN)壓力表 1 讀數(shù):丫15% = 0.0209X-0.

17、1109 = 0.0209 X175.770-0.1109 = 3.56(Mpa)壓力表 2 讀數(shù):丫15% = 0.0214X-0.095 = 0.0214 X175.770-0.095 = 3.67(Mpa)(2) 、拉到初應(yīng)力(30%耐時(shí)，鋼束伸長(zhǎng)值、拉力、千斤頂壓力表讀數(shù)：鋼束一端伸長(zhǎng)值：AL30% =AI_3 X30% = 70.4 X30% = 21.1 (mm )鋼束一端拉力：P30% = 6 X 換 XApX30% = 6 X1395 X140 X30% = 351540 (N )=351.540 ( KN)壓力表 1 讀數(shù):丫30% = 0.0209X-0.1109 = 0.

18、0209 X351.540-0.1109 = 7.24(Mpa)壓力表 2 讀數(shù):丫30% = 0.0214X-0.095 = 0.0214 X351.540-0.095 = 7.43(Mpa)(3) 、拉到ck時(shí)，鋼束伸長(zhǎng)值、拉力、千斤頂壓力表讀數(shù)：鋼束一端伸長(zhǎng)值：ALk =AI_3 = 70.4 (mm )鋼束一端拉力：P100% = 6 Xc XAp = 6 X1395 X140 = 1171800 (N )= 1171.800 ( KN)壓力表 1 讀數(shù):丫100% = 0.0209X-0.1109 = 0.0209 X1171.800-0.1109= 24.38(Mpa)壓力表 2

19、讀數(shù):丫100% = 0.0214X-0.095 = 0.0214 X1171.800-0.095 = 24.98(Mpa)五、拉各階段鋼束伸長(zhǎng)值、拉力、千斤頂壓力表讀數(shù)匯總表鋼束伸長(zhǎng)值、拉力、千斤頂壓力表讀數(shù)匯總表鋼束編號(hào)15%控制應(yīng)力30%控制應(yīng)力拉力(KN )壓力表1 讀數(shù)(Mpa )壓力表2 讀數(shù)(Mpa )伸長(zhǎng)值(mm )拉力(KN )壓力表1 讀數(shù)(Mpa )壓力表2 讀數(shù)(Mpa )伸長(zhǎng)值(mm )146.4752.953.0410.8292.9506.016.1721.5175.7703.563.6710.5351.5407.247.4321.1175.7703.563.671

20、0.6351.5407.247.4321.1續(xù)上表鋼束編號(hào)60%控制應(yīng)力100%控制應(yīng)力拉力(KN)壓力表1 讀數(shù)(Mpa )壓力表2 讀數(shù)(Mpa )伸長(zhǎng)值(mm )拉力(KN)壓力表1 讀數(shù)(Mpa )壓力表2 讀數(shù)(Mpa )伸長(zhǎng)值(mm )976.50020.320.8071.7703.08014.5814.9542.11171.80024.3824.9870.21171.80024.3824.9870.4編制：復(fù)核:監(jiān)理:3 0 M 梁板拉計(jì)算算例K98+306(右)1-1 #梁板一、已知條件該T梁是1片一端簡(jiǎn)支一端連續(xù)邊梁，梁長(zhǎng)：L0=2997.7 (cm)。該T梁設(shè)有3束鋼束，號(hào)

21、鋼束設(shè)有9根©15.24鋼絞線，鋼束長(zhǎng)度（包括每端預(yù)留工 作長(zhǎng)度100cm）： Li = Lo+124.8cm ;號(hào)鋼束設(shè)有8根©15.24鋼絞線，鋼束長(zhǎng)度（包括每 端預(yù)留工作長(zhǎng)度100cm ）: L2 = Lo+131.7cm ;號(hào)鋼束設(shè)有8根©15.24鋼絞線，鋼束長(zhǎng) 度（包括每端預(yù)留工作長(zhǎng)度 100cm ）: L3= L0+136.4 cm。該T梁、號(hào)鋼束豎彎角度均為：B豎=7.765。，、號(hào)鋼束平彎角度均為：B平 =7.628 °。預(yù)應(yīng)力拉千斤頂工作段長(zhǎng)度為：L工二55cm，壓力表回歸方程：2164號(hào)壓力表（簡(jiǎn)稱壓 力表 1）為：Y=0.0226

22、X-0.1902; 2169 號(hào)壓力表（簡(jiǎn)稱壓力表 2）為：Y=0.0226X+0.1191。預(yù)應(yīng)力筋為低松弛鋼絞線，其截面積為：Ap = 140 mm 2,彈性模量為：Ep = 1.95 X105Mpa, 拉控制應(yīng)力：c u 1395 Mpa，采用兩端同時(shí)對(duì)稱拉技術(shù)。二、預(yù)應(yīng)力鋼絞線伸長(zhǎng)值計(jì)算公式預(yù)應(yīng)力鋼絞線伸長(zhǎng)值： L= （Pp XL）/（A p XEp）,其中：L預(yù)應(yīng)力鋼絞線伸長(zhǎng)值（mm ）L-預(yù)應(yīng)力鋼絞線計(jì)算長(zhǎng)度（mm ），包括千斤頂工作段長(zhǎng)度；Ap 預(yù)應(yīng)力鋼絞線的截面面積（mm2）；Ep 預(yù)應(yīng)力鋼絞線的彈性模量（N/ mm 2）;Pp 預(yù)應(yīng)力鋼絞線的平均拉力（N ）;按JTJ041

23、2000公路橋涵施工技術(shù)規(guī)附錄G-8曲線筋公式計(jì)算，即Pp =P x（1-e-（kx+ "） / （kx+?。┢渲校篜 預(yù)應(yīng)力鋼束拉端的拉力(N);k 孔道每米局部偏差對(duì)摩擦的影響系數(shù)(波紋管計(jì)算取0.0015 )。x -從拉端至計(jì)算截面的孔道長(zhǎng)度(m );卩-預(yù)應(yīng)力鋼絞線與孔道壁的摩擦系數(shù)(波紋管計(jì)算取0.2 );從拉端至計(jì)算截面的孔道部分切線的夾角之和(rad)。三、鋼絞線伸長(zhǎng)值計(jì)算1、號(hào)鋼束預(yù)應(yīng)力鋼絞線一端伸長(zhǎng)值預(yù)應(yīng)力鋼絞線計(jì)算長(zhǎng)度 Li/2 =( 2997.7 + 124.8 2 X100 ) /2 + 55 = 1516.3 (cm )每根預(yù)應(yīng)力鋼絞線截面面積：Ap = 1

24、40 (mm2)預(yù)應(yīng)力鋼絞線彈性模量：E)= 1.95 X105 (N/ mm 2)每根預(yù)應(yīng)力鋼絞線拉端的平均拉力：Pp = PX(1-e-(kx+ ") / (kx+卩8)其中：p = Ap x 飯=140 X1395 = 195300 (N)B = 7.765 ° =0.135524816 (rad)kx+ 0=0.0015 X15.163 + 0.2 X0.135524816 = 0.049849463Pp = 195300 x(1-e-°.°49849463 ) /0.049849463 = 190512 ( N )鋼絞線一端伸長(zhǎng)值： L1 =

25、(Pp XL)/(Ap XEp) = (190512 X 15163)/( 140 X1.95 X105)=105.8 (mm )2、號(hào)鋼束預(yù)應(yīng)力鋼絞線一端伸長(zhǎng)值預(yù)應(yīng)力鋼絞線計(jì)算長(zhǎng)度 L1/2 =( 2997.7 + 131.7 2 X100 ) /2 + 55 = 1519.7 (cm )每根預(yù)應(yīng)力鋼絞線截面面積：Ap = 140 (mm 2)預(yù)應(yīng)力鋼絞線彈性模量：& = 1.95 X105 (N/ mm 2)每根預(yù)應(yīng)力鋼絞線拉端的平均拉力：Pp = PX(1-e-(kx+ ") / (kx+卩0)其中：P = Ap X* = 140 X1395 = 195300 (N)0

26、 = 9豎 + 0平 = 7.765 ° -2 X7.628 ° =23.021 ° =0.401792247 (rad)kx+ 卩 0 =.0015 X15.197 + 0.2 X0.401792247 = 0.103153949Pp = 195300 x(1-e-0.103153949 ) /0.103153949 = 185565 ( N )鋼絞線一端伸長(zhǎng)值： L2 = (Pp XL)/(Ap XEp) = (185565 X 15197)/( 140 X1.95 X105)=103.3 (mm )3、號(hào)鋼束預(yù)應(yīng)力鋼絞線一端伸長(zhǎng)值預(yù)應(yīng)力鋼絞線計(jì)算長(zhǎng)度 L1/

27、2 =( 2997.7 + 136.4 2 X100 ) /2 + 55 = 1522.1(cm )每根預(yù)應(yīng)力鋼絞線截面面積：Ap = 140 (mm2)預(yù)應(yīng)力鋼絞線彈性模量：E)= 1.95 X105 (N/ mm 2)每根預(yù)應(yīng)力鋼絞線拉端的平均拉力：Pp = PX(1-e-(kx+ ") / (kx+卩8)其中：P = Ap X* = 140 X1395 = 195300 (N)B豎 + 8平=7.765 ° -2 X7.628 ° =23.021 ° =0.401792247 (rad)kx+ 0=0.0015 X15.221 + 0.2 X0.4

28、01792247 = 0.103189949Pp = 195300 X(1-e-°.103189949 ) /0.103189949 = 185561( N )鋼絞線一端伸長(zhǎng)值： L3= (PpXL)/(Ap XEp) = (185561 X15221)/( 140 X1.95 X105)=103.5 (mm )四、拉各階段鋼束伸長(zhǎng)值、拉力、千斤頂壓力表讀數(shù)1、號(hào)預(yù)應(yīng)力鋼束 號(hào)鋼束拉程序：0f初應(yīng)力(15% ok)f 30% jkoik (持荷2min錨固)(1) 、拉到初應(yīng)力(15% ok)時(shí)，鋼束伸長(zhǎng)值、拉力、千斤頂壓力表讀數(shù)：鋼束一端伸長(zhǎng)值：AL15% =AL1 X15% =

29、105.8 X15% = 15.9 (mm )鋼束一端拉力：P15% = 9 X jXApX15% = 9 X1395 X140 X15% = 263655 (N )=263.655 ( KN)壓力表 1 讀數(shù):丫15% = 0.0226X-0.1902 = 0.0226 X263.655-0.1902 = 5.77(Mpa)壓力表 2 讀數(shù):丫15% = 0.0226X+0.1191 = 0.0226 X263.655+0.1191 = 6.08(Mpa)(2) 、拉到30% o時(shí)，鋼束伸長(zhǎng)值、拉力、千斤頂壓力表讀數(shù)：鋼束一端伸長(zhǎng)值：AL30% =AL1 X15% = 105.8 X30%

30、= 31.7 (mm )鋼束一端拉力：P30% = 9 X J XApX30% = 9 X1395 X140 X30% = 527310 (N )=527.310 ( KN)壓力表 1 讀數(shù):丫30% = 0.0226X-0.1902 = 0.0226 X527.310-0.1902 = 11.73(Mpa)壓力表 2 讀數(shù):丫30% = 0.0226X+0.1191 = 0.0226 X527.310+0.1191 = 12.04(Mpa)(3) 、拉到辦時(shí)，鋼束伸長(zhǎng)值、拉力、千斤頂壓力表讀數(shù)：鋼束一端伸長(zhǎng)值：ALioo% =ALi= 105.8 (mm )鋼束一端拉力：Pioo% = 9

31、Xdk XAp = 9 X1395 X140 = 1757700 (N )= 1757.7 (KN )壓力表 1 讀數(shù):Y100% = 0.0226X-0.1902 = 0.0226 X1757.7-0.1902 = 39.53(Mpa)壓力表 2 讀數(shù):丫100% = 0.0226X+0.1191= 0.0226 X1757.7+0.1191= 39.84(Mpa)2、號(hào)預(yù)應(yīng)力鋼束 號(hào)鋼束拉程序：0f初應(yīng)力(15% jk)f 30% okf 60% okfok (持荷2min錨固)(1) 、拉到初應(yīng)力(15% ok)時(shí)，鋼束伸長(zhǎng)值、拉力、千斤頂壓力表讀數(shù)：鋼束一端伸長(zhǎng)值：AL15% =AI_

32、2 X15% = 103.3 X15% = 15.5 (mm )鋼束一端拉力：P15% = 8 X jXApX15% = 8 X1395 X140 X15% = 234360 (N )=234.36 (KN )壓力表 1 讀數(shù):丫15% = 0.0226X-0.1902 = 0.0226 X234.36-0.1902 = 5.11(Mpa)壓力表 2 讀數(shù):丫15% = 0.0226X+0.1191 = 0.0226 X234.36+0.1191 = 5.42(Mpa)(2) 、拉到初應(yīng)力(30% ok)時(shí)，鋼束伸長(zhǎng)值、拉力、千斤頂壓力表讀數(shù)：鋼束一端伸長(zhǎng)值：AL30% =AI_2 X30%

33、= 103.3 X30% = 31.0 (mm )鋼束一端拉力：P30% = 8 X J XApX30% = 8 X1395 X140 X30% = 468720 (N )=468.72 (KN )壓力表 1 讀數(shù):丫30% = 0.0226X-0.1902 = 0.0226 X468.72-0.1902 = 10.40(Mpa)壓力表 2 讀數(shù):丫30% = 0.0226X+0.1191 = 0.0226 X468.72+0.1191 = 10.71(Mpa)(3) 、拉到初應(yīng)力(60% ok)時(shí)，鋼束伸長(zhǎng)值、拉力、千斤頂壓力表讀數(shù)：鋼束一端伸長(zhǎng)值：AL60% =AL2 X60% = 103

34、.3 X60% = 62.0 (mm )鋼束一端拉力：P60% = 8 X J XApX60% = 8 X1395 X140 X60% = 937440 (N )=937.440 ( KN)壓力表 1 讀數(shù):丫60% = 0.0226X-0.1902 = 0.0226 X937.440-0.1902 = 21.00(Mpa)壓力表 2 讀數(shù):丫60% = 0.0226X+0.1191 = 0.0226 X937.440+0.1191 = 21.31(Mpa)(4) 、拉到j(luò)k時(shí)，鋼束伸長(zhǎng)值、拉力、千斤頂壓力表讀數(shù)：鋼束一端伸長(zhǎng)值：AL100% =AL2= 103.3 (mm )鋼束一端拉力：P

35、100% = 8 Xdk XAp = 8 X1395 X140 = 1562400 (N )= 1562.4 (KN )壓力表 1 讀數(shù):Yioo% = 0.0226X-0.1902 = 0.0226 X1562.4-0.1902 = 35.12(Mpa) 壓力表 2 讀數(shù):丫100% = 0.0226X+0.1191= 0.0226 X1562.4+0.1191= 35.43(Mpa)3、號(hào)預(yù)應(yīng)力鋼束 號(hào)鋼束拉程序：0f初應(yīng)力(15% ok) f 30% dkfok (持荷2min錨固)(1) 、拉到初應(yīng)力(15% ok)時(shí)，鋼束伸長(zhǎng)值、拉力、千斤頂壓力表讀數(shù)：鋼束一端伸長(zhǎng)值：AL15% =AL_3 X15% = 103.5 X15% = 15.5 (mm )鋼束一端拉力：P15% = 8 X oXApX15% = 8