預(yù)應(yīng)力鋼絞線伸長(zhǎng)量計(jì)算書

1、預(yù)應(yīng)力框架梁張拉計(jì)算書一、張拉計(jì)算常量預(yù)應(yīng)力鋼材的抗拉強(qiáng)度 1860 N/mm2（在施工計(jì)算中應(yīng)以原材實(shí)驗(yàn)數(shù)據(jù)為準(zhǔn)）錨下控制應(yīng)力 k=0.75fptk=0.75*1860=1395 Mpa（設(shè)計(jì)圖紙要求）預(yù)應(yīng)力鋼材的截面積 Ap=140mm2 (設(shè)計(jì)圖紙)預(yù)應(yīng)力鋼材的彈性模量 Ep=195300MPa孔道每米局部偏差對(duì)摩擦系數(shù)的影響 k=0.0015預(yù)應(yīng)力筋與孔道壁的摩擦系數(shù) =0.25二、計(jì)算所用公式1、P的計(jì)算P=k* Ap*n*b (公式1)P 張拉力（N）k錨下控制應(yīng)力（N/mm2）Ap預(yù)應(yīng)力剛才的截面積（mm2）n 每股預(yù)應(yīng)力鋼材的跟數(shù)b 超張拉系數(shù)，本工程不超張拉取1.02、平均張

2、拉應(yīng)力Pp的計(jì)算Pp= (公式2)其中P預(yù)應(yīng)力鋼筋張拉端的拉力（N）；x從張拉端至計(jì)算截面的孔道長(zhǎng)（m）；從張拉端至計(jì)算截面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)；預(yù)應(yīng)力鋼材與孔道壁的摩擦系數(shù)；3、預(yù)應(yīng)力鋼材理論伸長(zhǎng)量計(jì)算L=Pp*LAp*Ep (公式3)其中L預(yù)應(yīng)力剛才的理論伸長(zhǎng)量（mm）Pp平均張拉應(yīng)力（N），直線筋去張拉端的拉力；曲線筋采用公式2進(jìn)行計(jì)算。Ap預(yù)應(yīng)力筋的截面積（mm2）Ep預(yù)應(yīng)力筋的彈性模量（N/mm2） L預(yù)應(yīng)力筋的長(zhǎng)度(mm)三、計(jì)算過程1、本工程預(yù)應(yīng)力梁的形式分為27m單跨單端張拉、28m單跨兩端張拉、27m+27m兩跨中部單端張

3、拉、27m+24m+27m預(yù)應(yīng)力連續(xù)梁、27m+24m+27m+27m預(yù)應(yīng)力連續(xù)梁。每股鋼絞線的伸長(zhǎng)量即為單根鋼絞線的伸長(zhǎng)量，伸長(zhǎng)量計(jì)算采用計(jì)算單根鋼絞線理論伸長(zhǎng)量的方法；計(jì)算過程：a、按照?qǐng)D紙對(duì)預(yù)應(yīng)力筋進(jìn)行分段； b、確定計(jì)算鋼絞線大單元的平衡點(diǎn)位置； c、計(jì)算每個(gè)分段的長(zhǎng)度x及值 d、計(jì)算每個(gè)分段的理論伸長(zhǎng)量，并相加，2、具體計(jì)算過程如下：注：每個(gè)分段的起點(diǎn)張拉力P始=P前終*（e-（kx+），即為前一段終點(diǎn)的張拉力；曲線段平均張拉應(yīng)力Pp= P始 *（1-e-（kx+）/（kx+）；直線段平均張拉應(yīng)力pp=P始；每股鋼束編號(hào)資左向右分別為N1、N2、N4、N3；27m單跨單端張拉計(jì)算：張

4、拉端的張拉力P=0.75fptk*Ap=0.75*1860*140=195300N根據(jù)圖紙對(duì)預(yù)應(yīng)力筋進(jìn)行分段，根據(jù)公式1、公式2和張拉力的計(jì)算原則得出如下計(jì)算表：N1/N3鋼束張拉力計(jì)算表分段P始（N）kx（m）（rad）kx+e-（kx+）P終（N）Pp1195300.0 0.00150.252.240 0.000 0.0034 0.997 194644.9195300.0 2194644.9 0.00150.2513.036 0.175 0.0632 0.939 182726.3188622.9 3182726.3 0.00150.251.000 0.000 0.0015 0.999 18

5、2452.5182589.4 4182452.5 0.00150.2513.036 0.244 0.0806 0.923 168317175289.7 5168317.0 0.00150.250.500 0.000 0.0008 0.999 168190.8168253.9 表1根據(jù)（公式3）和表1，得出N1/N3鋼束理論伸長(zhǎng)量計(jì)算表：N1/N3鋼束理論伸長(zhǎng)量計(jì)算表分段PpEp（N/mm2）Ap*Ep（Mpa）Pp*L伸長(zhǎng)量mm1195300.0 1963002748200043747200015.92 2188622.9 19630027482000245888761489.47 31825

6、89.4 196300274820001825893616.64 4175289.7 19630027482000228507710183.15 5168253.9 1963002748200084126946.53.06 總伸長(zhǎng)量198.24 表2根據(jù)圖紙對(duì)預(yù)應(yīng)力筋進(jìn)行分段，根據(jù)公式1、公式2和張拉力的計(jì)算原則得出如下計(jì)算表：N2/N4鋼束張拉力計(jì)算表分段P始（N）kx（m）（rad）kx+e-（kx+）P終（N）Pp1195300.0 0.00150.252.128 0.000 0.0032 0.997 194677.6195300.0 2194677.6 0.00150.2511.425

7、 0.258 0.0817 0.922 179403194677.6 3179403.0 0.00150.251.000 0.000 0.0015 0.999 179134.1179403.0 4179134.1 0.00150.2513.036 0.244 0.0806 0.923 165255.7179134.1 5165255.7 0.00150.250.500 0.000 0.0008 0.999 165131.8165255.7 表3根據(jù)（公式3）和表3，得出N2/N4鋼束理論伸長(zhǎng)量計(jì)算表：N2/N4鋼束理論伸長(zhǎng)量計(jì)算表分段PpEp（N/mm2）Ap*Ep（Mpa）Pp*L伸長(zhǎng)量mm

8、1195300.0 1963002748200041559840015.12 2194677.6 19630027482000222419153880.93 3179403.0 196300274820001794029736.53 4179134.1 19630027482000233519173484.97 5165255.7 19630027482000826278523.01 總伸長(zhǎng)量190.56 表428m單跨兩端張拉計(jì)算：由設(shè)計(jì)圖紙得知，預(yù)應(yīng)力鋼束為對(duì)稱曲線；由于兩端的張拉控制應(yīng)力相等，曲線長(zhǎng)度，曲線的線形完全相等，所以在中點(diǎn)處的截面S處的應(yīng)力必定相等，此情況以S(即曲線中點(diǎn)為平衡

9、點(diǎn))只需計(jì)算出一側(cè)的伸長(zhǎng)量，便可得知整束鋼束的伸長(zhǎng)量。N1/N3鋼束理論伸長(zhǎng)量計(jì)算：（1）將平衡點(diǎn)一側(cè)預(yù)應(yīng)力筋分為兩段第一段計(jì)算（為直線）x=2.5m，=0張拉端張拉力：P=0.75fptk*Ap=0.75*1860*140=195300 N平均張拉力：Ps=195300 N理論伸長(zhǎng)量：L=Px/EpAp=195300*2.5/140/1395=17.77mm第二段計(jì)算(為曲線)x=12.208m，=0.14（rad）張拉端張拉力：P=195300*（e-（kx+）=194569 N平均張拉力： Ps= P *（1-e-（kx+）/（kx+） =195469*（1-0.948）/0.053=1

10、89508 N理論伸長(zhǎng)量：L=Px/EpAp=189508*12.208/140/1395=82.941mmN1/N3鋼束的理論伸長(zhǎng)量為：（17.77+82.941）*2=201.41mmN2/N4鋼束理論伸長(zhǎng)量計(jì)算：（1）將平衡點(diǎn)一側(cè)預(yù)應(yīng)力筋分為兩段第一段計(jì)算（為直線）x=2.5m，=0張拉端張拉力：P=0.75fptk*Ap=0.75*1860*140=195300 N平均張拉力：Ps=195300 N理論伸長(zhǎng)量：L=Px/EpAp=195300*2.5/140/1395=17.77mm第二段計(jì)算(為曲線)x=12.208m，=0.232（rad）張拉端張拉力：P=195300*（e-（k

11、x+）=194569 N平均張拉力： Ps= P *（1-e-（kx+）/（kx+） =195469*（1-0.928）/0.053=187348 N理論伸長(zhǎng)量：L=Px/EpAp=187348*12.208/140/1395=81.97mmN1/N3鋼束的理論伸長(zhǎng)量為：（17.77+81.97）*2=199.53mm27m+27m兩跨中部單端張拉計(jì)算：本預(yù)應(yīng)力梁分為兩跨單獨(dú)單端張拉，兩跨梁的預(yù)應(yīng)力筋曲線線形相同。故兩端的伸長(zhǎng)量相等張拉端的張拉力P=0.75fptk*Ap=0.75*1860*140=195300N根據(jù)圖紙對(duì)預(yù)應(yīng)力筋進(jìn)行分段，根據(jù)公式1、公式2和張拉力的計(jì)算原則得出如下計(jì)算表：

12、N1/N3鋼束張拉力計(jì)算表分段P始（N）kx（m）（rad）kx+e-（kx+）P終（N）Pp1195300.0 0.00150.252.240 0.000 0.0034 0.997 194644.9195300.0 2194644.9 0.00150.2513.036 0.175 0.0632 0.939 182726.3188622.9 3182726.3 0.00150.251.000 0.000 0.0015 0.999 182452.5182589.4 4182452.5 0.00150.2513.036 0.244 0.0806 0.923 168317175289.7 51683

13、17.0 0.00150.250.500 0.000 0.0008 0.999 168190.8168253.9 表5根據(jù)（公式3）和表5，得出N1/N3鋼束理論伸長(zhǎng)量計(jì)算表：N1/N3鋼束理論伸長(zhǎng)量計(jì)算表分段PpEp（N/mm2）Ap*Ep（Mpa）Pp*L伸長(zhǎng)量mm1195300.0 1963002748200043747200015.92 2188622.9 19630027482000245888761489.47 3182589.4 196300274820001825893616.64 4175289.7 19630027482000228507710183.15 5168253.

14、9 1963002748200084126946.53.06 總伸長(zhǎng)量198.24 表6根據(jù)圖紙對(duì)預(yù)應(yīng)力筋進(jìn)行分段，根據(jù)公式1、公式2和張拉力的計(jì)算原則得出如下計(jì)算表：N2/N4鋼束張拉力計(jì)算表分段P始（N）kx（m）（rad）kx+e-（kx+）P終（N）Pp1195300.0 0.00150.252.128 0.000 0.0032 0.997 194677.6195300.0 2194677.6 0.00150.2511.425 0.258 0.0817 0.922 179403194677.6 3179403.0 0.00150.251.000 0.000 0.0015 0.999 1

15、79134.1179403.0 4179134.1 0.00150.2513.036 0.244 0.0806 0.923 165255.7179134.1 5165255.7 0.00150.250.500 0.000 0.0008 0.999 165131.8165255.7 表7根據(jù)（公式3）和表7，得出N2/N4鋼束理論伸長(zhǎng)量計(jì)算表：N2/N4鋼束理論伸長(zhǎng)量計(jì)算表分段PpEp（N/mm2）Ap*Ep（Mpa）Pp*L伸長(zhǎng)量mm1195300.0 1963002748200041559840015.12 2194677.6 19630027482000222419153880.93 31

16、79403.0 196300274820001794029736.53 4179134.1 19630027482000233519173484.97 5165255.7 19630027482000826278523.01 總伸長(zhǎng)量190.56 表827m+24m+27m三跨張拉計(jì)算：由設(shè)計(jì)圖紙可知，左側(cè)（G軸）為27m單端張拉，右側(cè)HK軸為27m+27m兩端張拉。27m跨單端張拉計(jì)算:張拉端的張拉力P=0.75fptk*Ap=0.75*1860*140=195300N根據(jù)圖紙對(duì)預(yù)應(yīng)力筋進(jìn)行分段，根據(jù)公式1、公式2和張拉力的計(jì)算原則得出如下計(jì)算表：N1/N3鋼束張拉力計(jì)算表分段P始（N）kx

17、（m）（rad）kx+e-（kx+）P終（N）Pp1195300.0 0.00150.254.864 0.000 0.0073 0.993 193880.3195300.0 2193880.3 0.00150.254.807 0.313 0.0856 0.918 177978.9193880.3 3177978.9 0.00150.259.537 0.227 0.0710 0.931 165775.8177978.9 4165775.8 0.00150.259.499 0.175 0.0579 0.944 156452.8165775.8 5156452.8 0.00150.254.071 0

18、.157 0.0454 0.956 149512.2156452.8 6149512.2330.00150.250.500.000750.9993149400.1149512.23 表9根據(jù)（公式3）和表9，得出N1/N3鋼束理論伸長(zhǎng)量計(jì)算表：N1/N3鋼束理論伸長(zhǎng)量計(jì)算表分段PpEp（N/mm2）Ap*Ep（Mpa）Pp*L伸長(zhǎng)量mm1195300.0 1963002748200094993920034.57 2193880.3 1963002748200093198249033.91 3177978.9 19630027482000169738485561.76 4165775.8 196

19、30027482000157470445157.30 5156452.8 1963002748200063691951123.18 6149512.2 1963002748200074756116.42.72 總伸長(zhǎng)量213.44 表10根據(jù)圖紙對(duì)預(yù)應(yīng)力筋進(jìn)行分段，根據(jù)公式1、公式2和張拉力的計(jì)算原則得出如下計(jì)算表：N2/N4鋼束張拉力計(jì)算表分段P始（N）kx（m）（rad）kx+e-（kx+）P終（N）Pp1195300.0 0.00150.254.914 0.000 0.0074 0.993 193865.7195300.0 2193865.7 0.00150.254.807 0.455

20、0.1209 0.886 171793.1193865.7 3171793.1 0.00150.259.537 0.227 0.0710 0.931 160014.1171793.1 4160014.1 0.00150.259.499 0.175 0.0579 0.944 151015.2160014.1 5151015.2 0.00150.254.071 0.157 0.0454 0.956 144315.8151015.2 6144315.7970.00150.250.500.000750.9993144207.6144315.8表11根據(jù)（公式3）和表11，得出N2/N4鋼束理論伸長(zhǎng)量計(jì)

21、算表：N2/N4鋼束理論伸長(zhǎng)量計(jì)算表分段PpEp（N/mm2）Ap*Ep（Mpa）Pp*L伸長(zhǎng)量mm1195300.0 1963002748200095970420034.92 2193865.7 1963002748200093191259433.91 3171793.1 19630027482000163839067159.62 4160014.1 19630027482000151997413955.31 5151015.2 1963002748200061478278422.37 6144315.8 1963002748200072157898.32.63 總伸長(zhǎng)量208.75 表12

22、24m+27m兩端張拉：由圖可知，此梁預(yù)應(yīng)力筋為非對(duì)稱曲線，應(yīng)首先確定預(yù)應(yīng)力筋的平衡點(diǎn)，每個(gè)分段的起點(diǎn)張拉力P始=P前終*（e-（kx+），即為前一段終點(diǎn)的張拉力；曲線段平均張拉應(yīng)力Pp= P始 *（1-e-（kx+）/（kx+）；直線段平均張拉應(yīng)力pp=P始； 假設(shè)預(yù)應(yīng)力筋的平衡點(diǎn)為S，那么S截面的張拉力為最小，且s左=s右S截面所在區(qū)段的平均張拉應(yīng)力Ps為最小，且從左端單端張拉計(jì)算與從右端張單端張拉計(jì)算時(shí)，此區(qū)段的Ps左與Ps右的差值最小，N1/N3理論伸長(zhǎng)量計(jì)算， 首先根據(jù)設(shè)計(jì)圖紙對(duì)預(yù)應(yīng)力筋曲線進(jìn)行分段。N1/N3預(yù)應(yīng)力筋平衡點(diǎn)確定對(duì)比表分段長(zhǎng)度m角度radKl+e-（kl+）左端張拉N

23、/mm2右端張拉N/mm2對(duì)比起點(diǎn)平均終點(diǎn)起點(diǎn)平均終點(diǎn)左14.858 0.000 0.0073 0.9927 1395.00 1389.93 1384.87 787.43 784.57 781.71 605.36 23.637 0.272 0.0735 0.9291 1384.87 1335.19 1286.71 847.50 817.10 787.43 518.09 38.486 0.244 0.0738 0.9288 1286.71 1240.37 1195.15 912.43 879.57 847.50 360.80 48.489 0.244 0.0738 0.9288 1195.15

24、1152.10 1110.10 982.33 946.95 912.43 205.15 53.635 0.209 0.0578 0.9438 1110.10 1078.62 1047.75 1040.80 1011.28 982.33 67.34 64.087 0.227 0.0629 0.9391 1047.75 1015.50 983.92 1108.32 1074.20 1040.80 -58.71 79.538 0.227 0.0710 0.9314 983.92 949.79 916.45 1189.90 1148.63 1108.32 -198.84 89.497 0.175 0.

25、0579 0.9438 916.45 890.44 864.92 1260.81 1225.01 1189.90 -334.58 94.071 0.358 0.0957 0.9088 864.92 824.84 786.01 1387.37 1323.08 1260.81 -498.24 右103.656 0.000 0.0055 0.9945 786.01 783.86 781.71 1395.00 1391.18 1387.37 -607.32 表13由表13可知，平衡點(diǎn)S必定在6號(hào)區(qū)段上，由于6號(hào)區(qū)段為曲線段，無法確定角，通過對(duì)該區(qū)段的理論伸長(zhǎng)量計(jì)算對(duì)比，誤差在6%以內(nèi)，故該區(qū)段伸長(zhǎng)量以

26、左端張拉計(jì)算為準(zhǔn)（亦或以右端）；張拉端的張拉力P=0.75fptk*Ap=0.75*1860*140=195300N根據(jù)圖紙對(duì)預(yù)應(yīng)力筋進(jìn)行分段，根據(jù)公式1、公式2和張拉力的計(jì)算原則得出如下計(jì)算表：N1/N3鋼束張拉力計(jì)算表分段P始（N）kx（m）（rad）kx+e-（kx+）P終（N）Pp左1195300.0 0.00150.254.864 0.000 0.0073 0.993 193880.3195300.0 2193880.3 0.00150.253.637 0.296 0.0795 0.924 179071.2193880.3 3179071.2 0.00150.258.486 0.24

27、4 0.0738 0.929 166329179071.2 4166329.0 0.00150.258.489 0.244 0.0738 0.929 154492.9166329.0 5154492.9 0.00150.253.635 0.209 0.0578 0.944 145814.5154492.9 6145814.5270.00150.254.0870.226890.0628540.9390809136931.6145814.537165989.5730.00150.259.5380.226890.071030.9314338154608.3165989.578175880.310.0

28、0150.259.4970.174530.0578790.9437644165989.6175880.319194230.4490.00150.254.0710.372540.0992420.9055239175880.3194230.45右101953000.00150.253.66100.0054920.9945236194230.4195300 表14根據(jù)（公式3）和表14，得出N1/N3鋼束理論伸長(zhǎng)量計(jì)算表：N1/N3鋼束理論伸長(zhǎng)量計(jì)算表分段PpEp（N/mm2）Ap*Ep（Mpa）Pp*L伸長(zhǎng)量mm左1195300.0 1963002748200094993920034.57 219

29、3880.3 1963002748200070514256625.66 3179071.2 19630027482000151959802955.29 4166329.0 19630027482000141196702151.38 5154492.9 1963002748200056158151720.43 6145814.5 1963002748200059594397321.68 7165989.6 19630027482000158320854957.61 8175880.3 19630027482000167033530260.78 9194230.4 1963002748200079

30、071216028.77 右10195300.0 1963002748200071499330026.02 總伸長(zhǎng)量382.19 表15N2/N4理論伸長(zhǎng)量計(jì)算， 首先根據(jù)設(shè)計(jì)圖紙對(duì)預(yù)應(yīng)力筋曲線進(jìn)行分段。N2/N4預(yù)應(yīng)力筋平衡點(diǎn)確定對(duì)比表分段長(zhǎng)度m角度radKl+e-（kl+）左端張拉N/mm2右端張拉N/mm2對(duì)比起點(diǎn)平均終點(diǎn)起點(diǎn)平均終點(diǎn)左14.914 0.000 0.0074 0.9927 1395.00 1389.87 1384.76 754.89 752.12 749.35 637.75 23.637 0.437 0.1148 0.8916 1384.76 1308.25 1234.6

31、2 846.69 799.91 754.89 508.34 38.486 0.244 0.0738 0.9288 1234.62 1190.16 1146.77 911.55 878.72 846.69 311.44 48.489 0.244 0.0738 0.9288 1146.77 1105.47 1065.17 981.39 946.04 911.55 159.43 53.635 0.209 0.0578 0.9438 1065.17 1034.96 1005.33 1039.80 1010.31 981.39 24.65 64.087 0.227 0.0629 0.9391 1005.

32、33 974.39 944.09 1107.25 1073.17 1039.80 -98.78 79.538 0.227 0.0710 0.9314 944.09 911.34 879.36 1188.76 1147.52 1107.25 -236.18 89.497 0.175 0.0579 0.9438 879.36 854.39 829.91 1259.59 1223.83 1188.76 -369.44 94.071 0.362 0.0966 0.9079 829.91 791.08 753.49 1387.33 1322.43 1259.59 -531.35 右103.676 0.0

33、00 0.0055 0.9945 753.49 751.42 749.35 1395.00 1391.16 1387.33 -639.74 表16由表13可知，平衡點(diǎn)S必定在5號(hào)區(qū)段上，由于5號(hào)區(qū)段為曲線段，無法確定角，通過對(duì)該區(qū)段的理論伸長(zhǎng)量計(jì)算對(duì)比，誤差在6%以內(nèi)，故該區(qū)段伸長(zhǎng)量以左端張拉計(jì)算為準(zhǔn)（亦或以右端）；張拉端的張拉力P=0.75fptk*Ap=0.75*1860*140=195300N根據(jù)圖紙對(duì)預(yù)應(yīng)力筋進(jìn)行分段，根據(jù)公式1、公式2和張拉力的計(jì)算原則得出如下計(jì)算表：N2/N4鋼束張拉力計(jì)算表分段P始（N）kx（m）（rad）kx+e-（kx+）P終（N）Pp左1195300.0 0

34、.00150.254.914 0.000 0.0074 0.993 193865.7195300.0 2193865.7 0.00150.253.637 0.437 0.1148 0.892 172847.4193865.7 3172847.4 0.00150.258.486 0.244 0.0738 0.929 160548.1172847.4 4160548.1 0.00150.258.489 0.244 0.0738 0.929 149123.3160548.1 5149123.3 0.00150.253.635 0.209 0.0578 0.944 140746.6149123.3 6

35、155014.8330.00150.254.0870.226890.0628540.9390809145571.5155014.837166426.0410.00150.259.5380.226890.071030.9314338155014.8166426.048176342.7850.00150.259.4970.174530.0578790.9437644166426176342.789194226.0790.00150.254.0710.361950.0965930.9079254176342.8194226.08右101953000.00150.253.67600.0055140.9

36、945012194226.1195300 表17根據(jù)（公式3）和表17，得出N1/N3鋼束理論伸長(zhǎng)量計(jì)算表：N2/N4鋼束理論伸長(zhǎng)量計(jì)算表分段PpEp（N/mm2）Ap*Ep（Mpa）Pp*L伸長(zhǎng)量mm左1195300.0 1963002748200095970420034.92 2193865.7 1963002748200070508968225.66 3172847.4 19630027482000146678299153.37 4160548.1 19630027482000136289279849.59 5149123.3 1963002748200054206323119.72 6

37、155014.8 1963002748200063354562423.05 7166426.0 19630027482000158737157757.76 8176342.8 19630027482000167472742960.94 9194226.1 1963002748200079069436928.77 右10195300.0 1963002748200071792280026.12 總伸長(zhǎng)量379.914 表1827m+24m+27m+27m三跨張拉計(jì)算：由設(shè)計(jì)圖紙可知，左側(cè)（G軸）為27m單端張拉，右側(cè)HK軸為27m+27m兩端張拉。27m跨單端張拉計(jì)算:張拉端的張拉力P=0.75

38、fptk*Ap=0.75*1860*140=195300N根據(jù)圖紙對(duì)預(yù)應(yīng)力筋進(jìn)行分段，根據(jù)公式1、公式2和張拉力的計(jì)算原則得出如下計(jì)算表：N1/N3鋼束張拉力計(jì)算表分段P始（N）kx（m）（rad）kx+e-（kx+）P終（N）Pp1195300.0 0.00150.254.864 0.000 0.0073 0.993 193880.3195300.0 2193880.3 0.00150.254.807 0.313 0.0856 0.918 177978.9193880.3 3177978.9 0.00150.259.537 0.227 0.0710 0.931 165775.8177978.

39、9 4165775.8 0.00150.259.499 0.175 0.0579 0.944 156452.8165775.8 5156452.8 0.00150.254.071 0.157 0.0454 0.956 149512.2156452.8 6149512.2330.00150.250.500.000750.9993149400.1149512.23 表19根據(jù)（公式3）和表19，得出N1/N3鋼束理論伸長(zhǎng)量計(jì)算表：N1/N3鋼束理論伸長(zhǎng)量計(jì)算表分段PpEp（N/mm2）Ap*Ep（Mpa）Pp*L伸長(zhǎng)量mm1195300.0 1963002748200094993920034.57

40、 2193880.3 1963002748200093198249033.91 3177978.9 19630027482000169738485561.76 4165775.8 19630027482000157470445157.30 5156452.8 1963002748200063691951123.18 6149512.2 1963002748200074756116.42.72 總伸長(zhǎng)量213.44 表20根據(jù)圖紙對(duì)預(yù)應(yīng)力筋進(jìn)行分段，根據(jù)公式1、公式2和張拉力的計(jì)算原則得出如下計(jì)算表：N2/N4鋼束張拉力計(jì)算表分段P始（N）kx（m）（rad）kx+e-（kx+）P終（N）Pp1

41、195300.0 0.00150.254.914 0.000 0.0074 0.993 193865.7195300.0 2193865.7 0.00150.254.807 0.455 0.1209 0.886 171793.1193865.7 3171793.1 0.00150.259.537 0.227 0.0710 0.931 160014.1171793.1 4160014.1 0.00150.259.499 0.175 0.0579 0.944 151015.2160014.1 5151015.2 0.00150.254.071 0.157 0.0454 0.956 144315.8

42、151015.2 6144315.7970.00150.250.500.000750.9993144207.6144315.8表21根據(jù)（公式3）和表21，得出N2/N4鋼束理論伸長(zhǎng)量計(jì)算表：N2/N4鋼束理論伸長(zhǎng)量計(jì)算表分段PpEp（N/mm2）Ap*Ep（Mpa）Pp*L伸長(zhǎng)量mm1195300.0 1963002748200095970420034.92 2193865.7 1963002748200093191259433.91 3171793.1 19630027482000163839067159.62 4160014.1 19630027482000151997413955.31

43、 5151015.2 1963002748200061478278422.37 6144315.8 1963002748200072157898.32.63 總伸長(zhǎng)量208.75 表2224m+27m+27m兩端張拉：由圖可知，此梁預(yù)應(yīng)力筋為非對(duì)稱曲線，應(yīng)首先確定預(yù)應(yīng)力筋的平衡點(diǎn)，每個(gè)分段的起點(diǎn)張拉力P始=P前終*（e-（kx+），即為前一段終點(diǎn)的張拉力；曲線段平均張拉應(yīng)力Pp= P始 *（1-e-（kx+）/（kx+）；直線段平均張拉應(yīng)力pp=P始； 假設(shè)預(yù)應(yīng)力筋的平衡點(diǎn)為S，那么S截面的張拉力為最小，且s左=s右S截面所在區(qū)段的平均張拉應(yīng)力Ps為最小，且從左端單端張拉計(jì)算與從右端張單端張拉

44、計(jì)算時(shí)，此區(qū)段的Ps左與Ps右的差值最小，N1/N3理論伸長(zhǎng)量計(jì)算， 首先根據(jù)設(shè)計(jì)圖紙對(duì)預(yù)應(yīng)力筋曲線進(jìn)行分段。N1/N3預(yù)應(yīng)力筋平衡點(diǎn)確定對(duì)比表分段長(zhǎng)度m角度radKl+e-（kl+）左端張拉N/mm2右端張拉N/mm2對(duì)比起點(diǎn)平均終點(diǎn)起點(diǎn)平均終點(diǎn)左12.109 0.000 0.0032 0.9968 1395.00 1392.80 1390.59 632.30 631.30 630.30 761.49 23.101 0.070 0.0221 0.9781 1390.59 1375.34 1360.19 646.43 639.34 632.30 736.00 39.499 0.175 0.05

45、79 0.9438 1360.19 1321.58 1283.70 684.95 665.51 646.43 656.07 49.538 0.227 0.0710 0.9314 1283.70 1239.17 1195.68 735.38 709.87 684.95 529.30 54.087 0.227 0.0629 0.9391 1195.68 1158.88 1122.84 783.08 758.98 735.38 399.90 64.085 0.227 0.0629 0.9391 1122.84 1088.28 1054.44 833.88 808.21 783.08 280.07 79.538 0.227 0.0710 0.9314 1054.44 1017.86 982.14 895.26 864.21 833.88 153.66 89.538 0.227 0.0710 0.9314 982.14 948.07 914.80 961.16 927.82 895.26 20.25 94.087 0.227 0.0629 0.9391 914.80 886.64 8