預(yù)應(yīng)力筋引伸量計(jì)算

計(jì)算公式AL=dAxEpPx（1-e-（kx+曲）pkx+^0P=Pxe-（奴+陽分段計(jì)算時(shí)，起點(diǎn)力Pq等前一段的終點(diǎn)力Pz。N1張拉伸長(zhǎng)量TOC\o"1-5"\h\zn 5 / 8堆跚cm2 3 1 與[I .1T I I分段圖每根鋼絞線的面積為140mm2強(qiáng)性模量為195000MPa。根據(jù)錨下（張拉）控制力為Ak=0.75fpk=1395Mpa及錨圈口摩阻損失（一般規(guī)定不大于3%，也可根據(jù)《公路橋梁施工技術(shù)規(guī)范》（JTJ041-2000）附錄G-9測(cè)得，這里計(jì)算取3%）計(jì)算千斤頂張拉力P=1395X140X（1+3%）=201159N（每根）.

第一分段A1(鋼絞線工作長(zhǎng)度)的伸長(zhǎng)量根據(jù)下面式子計(jì)算:分段L(m)轉(zhuǎn)角(°)9(rad)k"Ap(mm2)Ep(MPa)kx+^6e-(kx+"O)起點(diǎn)力Pq終點(diǎn)力Pz平均力PzAL(m)A10.9000.00130.19140195000---2011592011590.007A21.592000.00130.191401950000.00210.9979201159200743.11200950.980.012A30.6523.70.0650.00130.191401950000.01310.9870200743.11198127.11199432.250.005A46.709000.00130.191401950000.00870.9913198127.11196406.61197265.610.048A52.25712.90.2250.00130.191401950000.04570.9553196406.61187630.57191985.160.016A60.974000.00130.191401950000.00130.9987187630.57187393.14187511.830.007A72.25712.90.2250.00130.191401950000.04570.9553187393.14179019.84183174.590.015A80.677000.00130.191401950000.00090.9991179019.84178862.35178941.090.004張拉伸長(zhǎng)量(m)0.114兩端張拉總伸長(zhǎng)量(m)0.227N2張拉伸長(zhǎng)量, ,了8WCcmr7 3 1 5 氣一丁??一J瑚— $ II分段圖

每根鋼絞線的面積為140mm2，強(qiáng)性模量為195000MPa。根據(jù)錨下（張拉）控制力為Ak=0.75fpk=1395Mpa及錨圈口摩阻損失（一般規(guī)定不大于3%,也可根據(jù)《公路橋梁施工技術(shù)規(guī)范》（JTJ041-2000）附錄G-9測(cè)得，這里計(jì)算取3%）計(jì)算千斤頂張拉力P=1395X140X（1+3%）=201159N（每根）.第一分段A1（鋼絞線工作長(zhǎng)度）的伸長(zhǎng)量根據(jù)下面式子計(jì)算：N2張拉伸長(zhǎng)量分段X(m)轉(zhuǎn)角（°）9(rad)k"Ap(mm2)Ep(MPa)kx+^6O-(kx+w0)起點(diǎn)力Pq終點(diǎn)力Pz平均力PzAL(m)A10.9000.0010--2011592011590.007A20.944000.0010.181401950000.00090.9991201159200969.2201064.080.007A32.12812.20.2130.0010.181401950000.04050.9604200969.2193001.16196958.320.015A45.914000.0010.181401950000.00590.9941193001.16191863.12192431.580.042A52.25712.90.2250.0010.181401950000.04280.9581191863.12183827.66187816.740.016A60.997000.0010.181401950000.00100.9990183827.66183644.47183736.050.007A72.25712.90.2250.0010.181401950000.04280.9581183644.47175953.21179771.420.015A80.