T梁張拉計算及壓漿施工方案

1、t梁張拉計算及壓漿施工方案一、30mt梁張拉伸長量計算值(按=0.1,k=0.0015計算）彈性模量eg=(1.983+1.9104+1.9776+1.9675+1.9484+1.969)/6=1.96gpa根據后張預應力筋理論伸長值及預應力筋平均張拉力的計算式： × 1-e-(kl+) l = p=p× y×eg kl+ 式中: l預應力筋理論伸長值：cm； p預應力筋的平均張拉力，n； l從張拉端至計算截面孔道長度，cm； ay預應力筋截面面積，mm2； eg預應力筋的彈性模量，mpa； p預應力筋張拉端的張拉力，n； 從張拉端至計算截面曲線孔道部分切線的夾角

2、之和，rad； k孔道每米局部偏差對摩擦的影響系數，0.0015； 預應力筋與孔道壁的摩擦系數，0.1； （一）、30m t梁中主梁1.n1（6束）預應力筋截面面積ay=140*6=840mm2錨下控制應力k=0.72ryb=0.72*1860=1339.2mpa起始端頭張拉力p1=k*ay=1339.2*840=1124.928kn由圖紙說明：=4.46°*3.14/180°=0.0778rad l=31.6806-2*1=29.6806m l彎=2.7218m l直1=9.6184*2=19.2368m l直2=（29.6806-19.2368-2.7218*2）/2=

3、2.5001m=0.1,r=0.0015,由張拉力的計算公式: 1-e-(kl+) 1- e-( 0.0015*2.7218+0.1*0.0778) p=p× =1124.928 * kl+ 0.0015*2.7218+0.1*0.0778 =1118.28184kn曲線段末端(直線段起始點)張拉力：p2=2p-p1=1118.2818*2-1124.928 =1111.63568kn × l = =1118.28184*2.7218/(840*1.96*105 ) y×eg =1.85cm l直1=p2×l直1/ay×e=1111.63568

4、*19.2368/840/1.96*105=12.99cm l直2=p1* l直2/ ay×e=1124.928*2.5001/840*1.96*105=1.71cm l=1.85*2+1.71*2+12.99=20.11cm2. n2（6束）預應力筋截面面積ay=140*6=840mm2錨下控制應力k=0.72ryb=0.72*1860=1339.2mpa起始端頭張拉力p1=k*ay=1339.2*840=1124.928 kn由圖紙說明：=5.86°*3.14/180°=0.1022rad l=31.7151-2*1=29.7151m l直1=7.1898*2

5、=14.3796m l彎=3.5772m l直2=（29.7151-14.3796-3.5772*2）/2=4.09055m=0.1,r=0.0015,由張拉力的計算公式: 1-e-(kl+) 1- e-( 0.0015*3.5772+0.1*0.1022) p=p× =1124.928 * kl+ 0.0015*3.5772+0.1*0.1022 =1116.206kn曲線段末端(直線段起始點)張拉力：p2=2p-p1=1116.206*2-1124.928 =1107.483kn × l = =1116.206*3.5772/(840*1.96*105 ) y×

6、;eg =2.42cm l直1=p2×l直1/ay×e=1107.483*14.3796/840/1.96*105=9.68cm l直2=p1* l直2/ ay×e=1124.928*4.09055/840*1.96*105=2.8cm l=2.42*2+2.8*2+9.68=20.12cm3. n3（6束）預應力筋截面面積ay=140*6=840mm2錨下控制應力k=0.72ryb=0.72*1860=1339.2mpa起始端頭張拉力p1=k*ay=1339.2*840=1124.928 kn由圖紙說明：=6.54°*3.14/180°=0.

7、1141rad l=31.7542-2*1=29.7542m l直1=4.9802*2=9.9604m l彎=3.9953m l直2=（29.7542-9.9604-3.9953*2）/2=5.9016m=0.1,r=0.0015,由張拉力的計算公式: 1-e-(kl+) 1- e-( 0.0015*3.9953+0.1*0.1141) p=p× =1124.928 * kl+ 0.0015*3.9953+0.1*0.1141 =1115.197kn曲線段末端(直線段起始點)張拉力：p2=2p-p1=1115.197*2-1124.928 =1105.465kn × l =

8、 =1115.197*3.9953/(840*1.96*105 ) y×eg =2.71cm l直1=p2×l直1/ay×e=1105.465*9.9604/840/1.96*105=6.69cm l直2=p1* l直2/ ay×e=1124.928*5.9016/840*1.96*105=4.03cm l=2.71*2+4.03*2+6.69=20.17cm4. n4（6束）預應力筋截面面積ay=140*6=840mm2錨下控制應力k=0.72ryb=0.72*1860=1339.2mpa起始端頭張拉力p1=k*ay=1339.2*840=1124.9

9、28 kn由圖紙說明：=6.37°*3.14/180°=0.1111rad l=31.7744-2*1=29.7744m l直1=3.0317*2=6.0634m l彎=3.8925m l直2=（29.7542-6.0634-3.8925*2）/2=7.963m=0.1,r=0.0015,由張拉力的計算公式: 1-e-(kl+) 1- e-( 0.0015*3.8925+0.1*0.1111) p=p× =1124.928 * kl+ 0.0015*3.8925+0.1*0.1111 =1115.447kn曲線段末端(直線段起始點)張拉力：p2=2p-p1=111

10、5.447*2-1124.928 =1105.967kn × l = =1115.447*3.8925/(840*1.96*105 ) y×eg =2.64cm l直1=p2×l直1/ay×e=1105.967*6.0634/840/1.96*105=4.07cm l直2=p1* l直2/ ay×e=1124.928*7.963/840*1.96*105=5.44cm l=2.64*2+5.44*2+4.07=20.23cm5. n5（6束）預應力筋截面面積ay=140*6=840mm2錨下控制應力k=0.72ryb=0.72*1860=133

11、9.2mpa起始端頭張拉力p1=k*ay=1339.2*840=1124.928 kn由圖紙說明：=6.74°*3.14/180°=0.1176rad l=31.8153-2*1=29.8153m l直1=0.9197*2=1.8394m l彎=4.1159m l直2=（29.7542-1.8394-4.1159*2）/2=9.87205m=0.1,r=0.0015,由張拉力的計算公式: 1-e-(kl+) 1- e-( 0.0015*4.1159+0.1*0.1176) p=p× =1124.928 * kl+ 0.0015*4.1159+0.1*0.1176

12、=1114.902kn曲線段末端(直線段起始點)張拉力：p2=2p-p1=1114.902*2-1124.928 =1104.876kn × l = =1114.902*4.1159/(840*1.96*105 ) y×eg =2.79cm l直1=p2×l直1/ay×e=1104.876*1.8394/840/1.96*105=1.23cm l直2=p1* l直2/ ay×e=1124.928*9.87205/840*1.96*105=6.75cm l=2.79*2+6.75*2+1.23=20.31cm（二）30m t梁邊主梁1.n1（7束

13、）預應力筋截面面積ay=140*7=980mm2錨下控制應力k=0.72ryb=0.72*1860=1339.2mpa起始端頭張拉力p1=k*ay=1339.2*980=1312.416kn由圖紙說明：=4.46°*3.14/180°=0.0778rad l=31.6806-2*1=29.6806m l彎=2.7218m l直1=9.6184*2=19.2368m l直2=（29.6806-19.2368-2.7218*2）/2=2.5001m=0.1,r=0.0015,由張拉力的計算公式: 1-e-(kl+) 1- e-( 0.0015*2.7218+0.1*0.0778

14、) p=p× =1312.416 * kl+ 0.0015*2.7218+0.1*0.0778 =1304.66kn曲線段末端(直線段起始點)張拉力：p2=2p-p1=1304.66*2-1312.416 =1296.91kn × l = =1304.66*2.7218/(980*1.96*105 ) y×eg =1.85cm l直1=p2×l直1/ay×e=1296.91*19.2368/980/1.96*105=12.99cm l直2=p1* l直2/ ay×e=1312.416*2.5001/980*1.96*105=1.71c

15、m l=1.85*2+1.71*2+12.99=20.11cm2. n2（7束）預應力筋截面面積ay=140*7=980mm2錨下控制應力k=0.72ryb=0.72*1860=1339.2mpa起始端頭張拉力p1=k*ay=1339.2*980=1312.416kn由圖紙說明：=5.86°*3.14/180°=0.1022rad l=31.7151-2*1=29.7151m l直1=7.1898*2=14.3796m l彎=3.5772m l直2=（29.7151-14.3796-3.5772*2）/2=4.09055m=0.1,r=0.0015,由張拉力的計算公式: 1

16、-e-(kl+) 1- e-( 0.0015*3.5772+0.1*0.1022) p=p× =1312.416 * kl+ 0.0015*3.5772+0.1*0.1022 =1302.24kn曲線段末端(直線段起始點)張拉力：p2=2p-p1=1302.24*2-1312.416 =1292.064kn × l = =11302.24*3.5772/(980*1.96*105 ) y×eg =2.42cm l直1=p2×l直1/ay×e=1292.064*14.3796/980/1.96*105=9.68cm l直2=p1* l直2/ ay

17、×e=1312.416*4.09055/980*1.96*105=2.8cm l=2.42*2+2.8*2+9.68=20.12cm3. n3（7束）預應力筋截面面積ay=140*7=980mm2錨下控制應力k=0.72ryb=0.72*1860=1339.2mpa起始端頭張拉力p1=k*ay=1339.2*980=1312.416kn由圖紙說明：=6.54°*3.14/180°=0.1141rad l=31.7542-2*1=29.7542m l直1=4.9802*2=9.9604m l彎=3.9953m l直2=（29.7542-9.9604-3.9953*2

18、）/2=5.9016m=0.1,r=0.0015,由張拉力的計算公式: 1-e-(kl+) 1- e-( 0.0015*3.9953+0.1*0.1141) p=p× =1312.416 * kl+ 0.0015*3.9953+0.1*0.1141 =1301.063kn曲線段末端(直線段起始點)張拉力：p2=2p-p1=1301.063*2-1312.416 =1289.71kn × l = =1301.063*3.9953/(980*1.96*105 ) y×eg =2.71cm l直1=p2×l直1/ay×e=1289.71*9.9604

19、/980/1.96*105=6.69cm l直2=p1* l直2/ ay×e=1312.416*5.9016/980*1.96*105=4.03cm l=2.71*2+4.03*2+6.69=20.17cm4. n4（7束）預應力筋截面面積ay=140*7=980mm2錨下控制應力k=0.72ryb=0.72*1860=1339.2mpa起始端頭張拉力p1=k*ay=1339.2*980=1312.416kn由圖紙說明：=6.37°*3.14/180°=0.1111rad l=31.7744-2*1=29.7744m l直1=3.0317*2=6.0634m l彎

20、=3.8925m l直2=（29.7542-6.0634-3.8925*2）/2=7.963m=0.1,r=0.0015,由張拉力的計算公式: 1-e-(kl+) 1- e-( 0.0015*3.8925+0.1*0.1111) p=p× =1312.416 * kl+ 0.0015*3.8925+0.1*0.1111 =1301.355kn曲線段末端(直線段起始點)張拉力：p2=2p-p1=1301.355*2-1312.416 =1290.295kn × l = =1301.355*3.8925/(980*1.96*105 ) y×eg =2.64cm l直1

21、=p2×l直1/ay×e=1290.295*6.0634/980/1.96*105=4.07cm l直2=p1* l直2/ ay×e=1312.416*7.963/980*1.96*105=5.44cm l=2.64*2+5.44*2+4.07=20.23cm5. n5（7束）預應力筋截面面積ay=140*7=980mm2錨下控制應力k=0.72ryb=0.72*1860=1339.2mpa起始端頭張拉力p1=k*ay=1339.2*980=1312.416kn由圖紙說明：=6.74°*3.14/180°=0.1176rad l=31.8153

22、-2*1=29.8153m l直1=0.9197*2=1.8394m l彎=4.1159m l直2=（29.7542-1.8394-4.1159*2）/2=9.87205m=0.1,r=0.0015,由張拉力的計算公式: 1-e-(kl+) 1- e-( 0.0015*4.1159+0.1*0.1176) p=p× =1312.416 * kl+ 0.0015*4.1159+0.1*0.1176 =1300.719kn曲線段末端(直線段起始點)張拉力：p2=2p-p1=1300.719*2-1124.928 =1289.023kn × l = =1300.719*4.115

23、9/(980*1.96*105 ) y×eg =2.79cm l直1=p2×l直1/ay×e=1289.023*1.8394/980/1.96*105=1.23cm l直2=p1* l直2/ ay×e=1312.416*9.87205/980*1.96*105=6.75cm l=2.79*2+6.75*2+1.23=20.31cm千斤頂工作長度的伸長量計算:l=pl/ayey=k*ay*l/ayey=k*l/ey=1339.2*0.58/1.96*105 =4.0mm二、35mt梁張拉伸長量計算值(按=0.1,k=0.0015計算）彈性模量eg=(1.9

24、83+1.9104+1.9776+1.9675+1.9484+1.969)/6=1.96gpa根據后張預應力筋理論伸長值及預應力筋平均張拉力的計算式： × 1-e-(kl+) l = p=p× y×eg kl+ 式中: l預應力筋理論伸長值：cm； p預應力筋的平均張拉力，n； l從張拉端至計算截面孔道長度，cm； ay預應力筋截面面積，mm2； eg預應力筋的彈性模量，mpa； p預應力筋張拉端的張拉力，n； 從張拉端至計算截面曲線孔道部分切線的夾角之和，rad； r孔道每米局部偏差對摩擦的影響系數，0.0015； 預應力筋與孔道避的摩擦系數，0.1 ； （一）

25、35m t梁中主梁1.n1（7束）預應力筋截面面積ay=140*7=980mm2錨下控制應力k=0.72ryb=0.72*1860=1339.2mpa起始端頭張拉力p1=k*ay=1339.2*980=1312.416kn由圖紙說明：=4.46°*3.14/180°=0.0778rad l=36.6802-2*1=34.6802ml彎=3.1106m l直1=11.9239*2=23.8478m l直2=（34.6802-11.9239*2-3.1106*2）/2=2.3056m=0.1,r=0.0015,由張拉力的計算公式: 1-e-(kl+) 1- e-( 0.0015

26、*3.1106+0.1*0.0778) p=p× =1124.928* kl+ 0.0015*3.1106+0.1*0.0778 =1304.282kn曲線段末端(直線段起始點)張拉力：p2=2p-p1=1304.282*2-1312.416 =1296.149kn × l = =1304.282*3.1106/(980*1.96*105 ) y×eg =2.11cm l直1=p2×l/ay×e=1296.149*23.8478/980/1.96*105=16.1cm l直2=p1×l/ay×e=1312.416*2.305

27、6/980/1.96*105=1.58cm l=16.1+2.11*2+1.58*2=23.48cm2. n2（7束）預應力筋截面面積ay=140*6=980mm2錨下控制應力k=0.72ryb=0.72*1860=1339.2mpa起始端頭張拉力p1=k*ay=1339.2*980=1312.416kn由圖紙說明：=5.86°*3.14/180°=0.1022rad l=36.7143-2*1=34.7143m l彎=4.0883m l直1=9.4341*2=18.8682m l直2=（34.7143-18.8682-4.0883*2）/2=3.83475m=0.1,r=

28、0.0015,由張拉力的計算公式: 1-e-(kl+) 1- e-( 0.0015*4.0883+0.1*0.1022) p=p× =1124.928* kl+ 0.0015*4.0883+0.1*0.1022 =1301.742kn曲線段末端(直線段起始點)張拉力：p2=2p-p1=1301.742*2-1312.416 =1291.068kn × l = =1301.742*4.0883/(980*1.96*105 ) y×eg =2.77cm l直1=p2×l/ay×e=1291.068*18.8682/980/1.96*105=12.6

29、9cm l直2=p1×l/ay×e=1312.416*3.83475/980/1.96*105=2.62cm l=12.69+2.77*2+2.62*2=23.47cm3. n3（7束）預應力筋截面面積ay=140*6=980mm2錨下控制應力k=0.72ryb=0.72*1860=1339.2mpa起始端頭張拉力p1=k*ay=1339.2*980=1312.416kn由圖紙說明：=6.54°*3.14/180°=0.1141rad l=36.7529-2*1=34.7529ml彎=4.5661m l直1=7.1945*2=14.389m l直2=（3

30、4.7529-14.389-3.1106*2）/2=5.61585m=0.1,r=0.0015,由張拉力的計算公式: 1-e-(kl+) 1- e-( 0.0015*4.5661+0.1*0.1141) p=p× =1124.928* kl+ 0.0015*4.5661+0.1*0.1141 =1300.508kn曲線段末端(直線段起始點)張拉力：p2=2p-p1=1300.508*2-1312.416 =1288.599kn × l = =1300.508*4.5661/(980*1.96*105 ) y×eg =3.09cm l直1=p2×l/ay&

31、#215;e=1288.599*14.389/980/1.96*105=9.66cm l直2=p1×l/ay×e=1312.416*5.61585/980/1.96*105=3.84cm l=9.66+3.09*2+3.84*2=23.52cm4. n4（7束）預應力筋截面面積ay=140*6=980mm2錨下控制應力k=0.72ryb=0.72*1860=1339.2mpa起始端頭張拉力p1=k*ay=1339.2*980=1312.416kn由圖紙說明：=6.37°*3.14/180°=0.1111rad l=36.7733-2*1=34.7733m

32、l彎=4.4486m l直1=5.2534*2=10.5068m l直2=（34.7733-10.5068-4.4486*2）/2=7.68465m=0.1,r=0.0015,由張拉力的計算公式: 1-e-(kl+) 1- e-( 0.0015*4.4486+0.1*0.1111) p=p× =1124.928* kl+ 0.0015*4.4486+0.1*0.1111 =1300.814kn曲線段末端(直線段起始點)張拉力：p2=2p-p1=1300.814*2-1312.416 =1289.212kn × l = =1300.814*4.4486/(980*1.96*1

33、05 ) y×eg =3.01cm l直1=p2×l/ay×e=1289.212*10.5068/980/1.96*105=7.05cm l直2=p1×l/ay×e=1312.416*7.68465/980/1.96*105=5.25cm l=7.05+3.01*2+5.26*2=23.59cm5. n5（7束）預應力筋截面面積ay=140*6=980mm2錨下控制應力k=0.72ryb=0.72*1860=1339.2mpa起始端頭張拉力p1=k*ay=1339.2*980=1312.416kn由圖紙說明：=6.74°*3.14/1

34、80°=0.1176rad l=36.814-2*1=34.814ml彎=4.7039m l直1=3.1253*2=6.2506m l直2=（34.814-6.2506-4.7039*2）/2=9.5778m=0.1,r=0.0015,由張拉力的計算公式: 1-e-(kl+) 1- e-( 0.0015*4.7039+0.1*0.1176) p=p× =1124.928* kl+ 0.0015*4.7039+0.1*0.1176 =1300.148kn曲線段末端(直線段起始點)張拉力：p2=2p-p1=1300.148*2-1312.416 =1287.879kn 

35、5; l = =1300.148*4.7039/(980*1.96*105 ) y×eg =3.18cm l直1=p2×l/ay×e=1287.879*6.2506/980/1.96*105=4.19cm l直2=p1×l/ay×e=1312.416*9.5778/980/1.96*105=6.55cm l=4.19+3.18*2+6.55*2=23.65cm（二）35m t梁邊主梁1.n1（8束）預應力筋截面面積ay=140*8=1120mm2錨下控制應力k=0.72ryb=0.72*1860=1339.2mpa起始端頭張拉力p1=k*ay=

36、1339.2*1120=1499.904kn由圖紙說明：=2.23°*3.14/180°=0.0389rad l=36.6654-2*1=34.6654ml彎=1.5577m l直1=12.7011*2=25.4022m l直2=（34.6654-25.4022-1.5577*2）/2=3.0739m=0.1,r=0.0015,由張拉力的計算公式: 1-e-(kl+) 1- e-( 0.0015*1.5577+0.1*0.0389) p=p× =1124.928* kl+ 0.0015*1.5577+0.1*0.0389 =1495.24kn曲線段末端(直線段起始

37、點)張拉力：p2=2p-p1=1495.24*2-1499.904 =1490.58kn × l = =1495.24*1.5577/(1120*1.96*105 ) y×eg 待添加的隱藏文字內容1=1.06cm l直1=p2×l/ay×e=1490.58*25.4022/1120/1.96*105=17.25cm l直2=p1×l/ay×e=1499.904*3.0739/1120/1.96*105=2.1cm l=17.26+1.06*2+2.1*2=23.58cm2. n2（8束）預應力筋截面面積ay=140*8=1120mm

38、2錨下控制應力k=0.72ryb=0.72*1860=1339.2mpa起始端頭張拉力p1=k*ay=1339.2*1120=1499.904kn由圖紙說明：=4.4°*3.14/180°=0.077rad l=36.6915-2*1=34.6915ml彎=3.0709m l直1=9.9438*2=19.8876m l直2=（34.6915-19.8876-3.0709*2）/2=4.33105m=0.1,r=0.0015,由張拉力的計算公式: 1-e-(kl+) 1- e-( 0.0015*3.0709+0.1*0.077) p=p× =1124.928* kl

39、+ 0.0015*3.0709+0.1*0.077 =1490.731kn曲線段末端(直線段起始點)張拉力：p2=2p-p1=1490.731*2-1499.904 =1481.558kn × l = =1490.731*3.0709/(1120*1.96*105 ) y×eg =2.09cm l直1=p2×l/ay×e=1481.558*19.8876/1120/1.96*105=13.43cm l直2=p1×l/ay×e=1499.904*4.33105/1120/1.96*105=2.96cm l=13.42+2.09*2+2.

40、96*2=23.52cm3. n3（6束）預應力筋截面面積ay=140*8=1120mm2錨下控制應力k=0.72ryb=0.72*1860=1339.2mpa起始端頭張拉力p1=k*ay=1339.2*1120=1499.904kn由圖紙說明：=5.46°*3.14/180°=0.0952rad l=36.7257-2*1=34.7257ml彎=3.8101m l直1=7.5735*2=15.147m l直2=（34.7257-15.147-3.8101*2）/2=5.97925m=0.1,r=0.0015,由張拉力的計算公式: 1-e-(kl+) 1- e-( 0.0015*3.