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1、T梁张拉计算及压浆施工方案一、30mT梁张拉伸长量计算值(按=0.1,k=0.0015计算）弹性模量Eg=(1.983+1.9104+1.9776+1.9675+1.9484+1.969)/6=1.96Gpa根据后张预应力筋理论伸长值及预应力筋平均张拉力的计算式： 1-e-(kL+) L = P=P yEg kL+ 式中: L预应力筋理论伸长值：cm； P预应力筋的平均张拉力，N； L从张拉端至计算截面孔道长度，cm； Ay预应力筋截面面积，mm2； Eg预应力筋的弹性模量，Mpa； p预应力筋张拉端的张拉力，N； 从张拉端至计算截面曲线孔道部分切线的夹角之和，rad； k孔道每米局部偏差对摩
2、擦的影响系数，0.0015； 预应力筋与孔道壁的摩擦系数，0.1； （一）、30m T梁中主梁1.N1（6束）预应力筋截面面积Ay=140*6=840mm2锚下控制应力k=0.72Ryb=0.72*1860=1339.2MPa起始端头张拉力p1=k*Ay=1339.2*840=1124.928KN由图纸说明：=4.46*3.14/180=0.0778rad L=31.6806-2*1=29.6806m L弯=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,由张拉力的计算公式:
3、 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曲线段末端(直线段起始点)张拉力：p2=2P-P1=1118.2818*2-1124.928 =1111.63568KN L = =1118.28184*2.7218/(840*1.96*105 ) yEg =1.85cm L直1=P2L直1/AyE=1111.63568*19.2368/840/1.96*105=12.99cm L直2=P1* L直2/ AyE=1124.928*2.5001
4、/840*1.96*105=1.71cm L=1.85*2+1.71*2+12.99=20.11cm2. N2（6束）预应力筋截面面积Ay=140*6=840mm2锚下控制应力k=0.72Ryb=0.72*1860=1339.2MPa起始端头张拉力p1=k*Ay=1339.2*840=1124.928 KN由图纸说明：=5.86*3.14/180=0.1022rad L=31.7151-2*1=29.7151m L直1=7.1898*2=14.3796m L弯=3.5772m L直2=（29.7151-14.3796-3.5772*2）/2=4.09055m=0.1,R=0.0015,由张拉力
5、的计算公式: 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曲线段末端(直线段起始点)张拉力：p2=2P-P1=1116.206*2-1124.928 =1107.483KN L = =1116.206*3.5772/(840*1.96*105 ) yEg =2.42cm L直1=P2L直1/AyE=1107.483*14.3796/840/1.96*105=9.68cm L直2=P1* L直2/ AyE=1124.928*4.09055/84
6、0*1.96*105=2.8cm L=2.42*2+2.8*2+9.68=20.12cm3. N3（6束）预应力筋截面面积Ay=140*6=840mm2锚下控制应力k=0.72Ryb=0.72*1860=1339.2MPa起始端头张拉力p1=k*Ay=1339.2*840=1124.928 KN由图纸说明：=6.54*3.14/180=0.1141rad L=31.7542-2*1=29.7542m L直1=4.9802*2=9.9604m L弯=3.9953m L直2=（29.7542-9.9604-3.9953*2）/2=5.9016m=0.1,R=0.0015,由张拉力的计算公式: 1-
7、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曲线段末端(直线段起始点)张拉力：p2=2P-P1=1115.197*2-1124.928 =1105.465KN L = =1115.197*3.9953/(840*1.96*105 ) yEg =2.71cm L直1=P2L直1/AyE=1105.465*9.9604/840/1.96*105=6.69cm L直2=P1* L直2/ AyE=1124.928*5.9016/840*1.96*105=
8、4.03cm L=2.71*2+4.03*2+6.69=20.17cm4. N4（6束）预应力筋截面面积Ay=140*6=840mm2锚下控制应力k=0.72Ryb=0.72*1860=1339.2MPa起始端头张拉力p1=k*Ay=1339.2*840=1124.928 KN由图纸说明：=6.37*3.14/180=0.1111rad L=31.7744-2*1=29.7744m L直1=3.0317*2=6.0634m L弯=3.8925m L直2=（29.7542-6.0634-3.8925*2）/2=7.963m=0.1,R=0.0015,由张拉力的计算公式: 1-e-(kL+) 1-
9、 e-( 0.0015*3.8925+0.1*0.1111) P=P =1124.928 * kL+ 0.0015*3.8925+0.1*0.1111 =1115.447KN曲线段末端(直线段起始点)张拉力：p2=2P-P1=1115.447*2-1124.928 =1105.967KN L = =1115.447*3.8925/(840*1.96*105 ) yEg =2.64cm L直1=P2L直1/AyE=1105.967*6.0634/840/1.96*105=4.07cm L直2=P1* L直2/ AyE=1124.928*7.963/840*1.96*105=5.44cm L=2.
10、64*2+5.44*2+4.07=20.23cm5. N5（6束）预应力筋截面面积Ay=140*6=840mm2锚下控制应力k=0.72Ryb=0.72*1860=1339.2MPa起始端头张拉力p1=k*Ay=1339.2*840=1124.928 KN由图纸说明：=6.74*3.14/180=0.1176rad L=31.8153-2*1=29.8153m L直1=0.9197*2=1.8394m L弯=4.1159m L直2=（29.7542-1.8394-4.1159*2）/2=9.87205m=0.1,R=0.0015,由张拉力的计算公式: 1-e-(kL+) 1- e-( 0.00
11、15*4.1159+0.1*0.1176) P=P =1124.928 * kL+ 0.0015*4.1159+0.1*0.1176 =1114.902KN曲线段末端(直线段起始点)张拉力：p2=2P-P1=1114.902*2-1124.928 =1104.876KN L = =1114.902*4.1159/(840*1.96*105 ) yEg =2.79cm L直1=P2L直1/AyE=1104.876*1.8394/840/1.96*105=1.23cm L直2=P1* L直2/ AyE=1124.928*9.87205/840*1.96*105=6.75cm L=2.79*2+6.
12、75*2+1.23=20.31cm（二）30m T梁边主梁1.N1（7束）预应力筋截面面积Ay=140*7=980mm2锚下控制应力k=0.72Ryb=0.72*1860=1339.2MPa起始端头张拉力p1=k*Ay=1339.2*980=1312.416KN由图纸说明：=4.46*3.14/180=0.0778rad L=31.6806-2*1=29.6806m L弯=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,由张拉力的计算公式: 1-e-(kL+) 1- e-(
13、0.0015*2.7218+0.1*0.0778) P=P =1312.416 * kL+ 0.0015*2.7218+0.1*0.0778 =1304.66KN曲线段末端(直线段起始点)张拉力：p2=2P-P1=1304.66*2-1312.416 =1296.91KN L = =1304.66*2.7218/(980*1.96*105 ) yEg =1.85cm L直1=P2L直1/AyE=1296.91*19.2368/980/1.96*105=12.99cm L直2=P1* L直2/ AyE=1312.416*2.5001/980*1.96*105=1.71cm L=1.85*2+1.
14、71*2+12.99=20.11cm2. N2（7束）预应力筋截面面积Ay=140*7=980mm2锚下控制应力k=0.72Ryb=0.72*1860=1339.2MPa起始端头张拉力p1=k*Ay=1339.2*980=1312.416KN由图纸说明：=5.86*3.14/180=0.1022rad L=31.7151-2*1=29.7151m L直1=7.1898*2=14.3796m L弯=3.5772m L直2=（29.7151-14.3796-3.5772*2）/2=4.09055m=0.1,R=0.0015,由张拉力的计算公式: 1-e-(kL+) 1- e-( 0.0015*3.
15、5772+0.1*0.1022) P=P =1312.416 * kL+ 0.0015*3.5772+0.1*0.1022 =1302.24KN曲线段末端(直线段起始点)张拉力：p2=2P-P1=1302.24*2-1312.416 =1292.064KN L = =11302.24*3.5772/(980*1.96*105 ) yEg =2.42cm L直1=P2L直1/AyE=1292.064*14.3796/980/1.96*105=9.68cm L直2=P1* L直2/ AyE=1312.416*4.09055/980*1.96*105=2.8cm L=2.42*2+2.8*2+9.6
16、8=20.12cm3. N3（7束）预应力筋截面面积Ay=140*7=980mm2锚下控制应力k=0.72Ryb=0.72*1860=1339.2MPa起始端头张拉力p1=k*Ay=1339.2*980=1312.416KN由图纸说明：=6.54*3.14/180=0.1141rad L=31.7542-2*1=29.7542m L直1=4.9802*2=9.9604m L弯=3.9953m L直2=（29.7542-9.9604-3.9953*2）/2=5.9016m=0.1,R=0.0015,由张拉力的计算公式: 1-e-(kL+) 1- e-( 0.0015*3.9953+0.1*0.1
17、141) P=P =1312.416 * kL+ 0.0015*3.9953+0.1*0.1141 =1301.063KN曲线段末端(直线段起始点)张拉力：p2=2P-P1=1301.063*2-1312.416 =1289.71KN L = =1301.063*3.9953/(980*1.96*105 ) yEg =2.71cm L直1=P2L直1/AyE=1289.71*9.9604/980/1.96*105=6.69cm L直2=P1* L直2/ AyE=1312.416*5.9016/980*1.96*105=4.03cm L=2.71*2+4.03*2+6.69=20.17cm4.
18、N4（7束）预应力筋截面面积Ay=140*7=980mm2锚下控制应力k=0.72Ryb=0.72*1860=1339.2MPa起始端头张拉力p1=k*Ay=1339.2*980=1312.416KN由图纸说明：=6.37*3.14/180=0.1111rad L=31.7744-2*1=29.7744m L直1=3.0317*2=6.0634m L弯=3.8925m L直2=（29.7542-6.0634-3.8925*2）/2=7.963m=0.1,R=0.0015,由张拉力的计算公式: 1-e-(kL+) 1- e-( 0.0015*3.8925+0.1*0.1111) P=P =131
19、2.416 * kL+ 0.0015*3.8925+0.1*0.1111 =1301.355KN曲线段末端(直线段起始点)张拉力：p2=2P-P1=1301.355*2-1312.416 =1290.295KN L = =1301.355*3.8925/(980*1.96*105 ) yEg =2.64cm L直1=P2L直1/AyE=1290.295*6.0634/980/1.96*105=4.07cm L直2=P1* L直2/ AyE=1312.416*7.963/980*1.96*105=5.44cm L=2.64*2+5.44*2+4.07=20.23cm5. N5（7束）预应力筋截面
20、面积Ay=140*7=980mm2锚下控制应力k=0.72Ryb=0.72*1860=1339.2MPa起始端头张拉力p1=k*Ay=1339.2*980=1312.416KN由图纸说明：=6.74*3.14/180=0.1176rad L=31.8153-2*1=29.8153m L直1=0.9197*2=1.8394m L弯=4.1159m L直2=（29.7542-1.8394-4.1159*2）/2=9.87205m=0.1,R=0.0015,由张拉力的计算公式: 1-e-(kL+) 1- e-( 0.0015*4.1159+0.1*0.1176) P=P =1312.416 * kL
21、+ 0.0015*4.1159+0.1*0.1176 =1300.719KN曲线段末端(直线段起始点)张拉力：p2=2P-P1=1300.719*2-1124.928 =1289.023KN L = =1300.719*4.1159/(980*1.96*105 ) yEg =2.79cm L直1=P2L直1/AyE=1289.023*1.8394/980/1.96*105=1.23cm L直2=P1* L直2/ AyE=1312.416*9.87205/980*1.96*105=6.75cm L=2.79*2+6.75*2+1.23=20.31cm千斤顶工作长度的伸长量计算:L=PL/AyEy
22、=k*Ay*L/AyEy=k*L/Ey=1339.2*0.58/1.96*105 =4.0mm二、35mT梁张拉伸长量计算值(按=0.1,k=0.0015计算）弹性模量Eg=(1.983+1.9104+1.9776+1.9675+1.9484+1.969)/6=1.96Gpa根据后张预应力筋理论伸长值及预应力筋平均张拉力的计算式： 1-e-(kL+) L = P=P yEg kL+ 式中: L预应力筋理论伸长值：cm； P预应力筋的平均张拉力，N； L从张拉端至计算截面孔道长度，cm； Ay预应力筋截面面积，mm2； Eg预应力筋的弹性模量，Mpa； p预应力筋张拉端的张拉力，N； 从张拉端至
23、计算截面曲线孔道部分切线的夹角之和，rad； R孔道每米局部偏差对摩擦的影响系数，0.0015； 预应力筋与孔道避的摩擦系数，0.1 ； （一）35m T梁中主梁1.N1（7束）预应力筋截面面积Ay=140*7=980mm2锚下控制应力k=0.72Ryb=0.72*1860=1339.2MPa起始端头张拉力p1=k*Ay=1339.2*980=1312.416KN由图纸说明：=4.46*3.14/180=0.0778rad L=36.6802-2*1=34.6802mL弯=3.1106m L直1=11.9239*2=23.8478m L直2=（34.6802-11.9239*2-3.1106*
24、2）/2=2.3056m=0.1,R=0.0015,由张拉力的计算公式: 1-e-(kL+) 1- e-( 0.0015*3.1106+0.1*0.0778) P=P =1124.928* kL+ 0.0015*3.1106+0.1*0.0778 =1304.282KN曲线段末端(直线段起始点)张拉力：p2=2P-P1=1304.282*2-1312.416 =1296.149KN L = =1304.282*3.1106/(980*1.96*105 ) yEg =2.11cm L直1=P2L/AyE=1296.149*23.8478/980/1.96*105=16.1cm L直2=P1L/A
25、yE=1312.416*2.3056/980/1.96*105=1.58cm L=16.1+2.11*2+1.58*2=23.48cm2. N2（7束）预应力筋截面面积Ay=140*6=980mm2锚下控制应力k=0.72Ryb=0.72*1860=1339.2MPa起始端头张拉力p1=k*Ay=1339.2*980=1312.416KN由图纸说明：=5.86*3.14/180=0.1022rad L=36.7143-2*1=34.7143m L弯=4.0883m L直1=9.4341*2=18.8682m L直2=（34.7143-18.8682-4.0883*2）/2=3.83475m=0
26、.1,R=0.0015,由张拉力的计算公式: 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曲线段末端(直线段起始点)张拉力：p2=2P-P1=1301.742*2-1312.416 =1291.068KN L = =1301.742*4.0883/(980*1.96*105 ) yEg =2.77cm L直1=P2L/AyE=1291.068*18.8682/980/1.96*105=12.69cm L直2=P1L/AyE=1312.416*3
27、.83475/980/1.96*105=2.62cm L=12.69+2.77*2+2.62*2=23.47cm3. N3（7束）预应力筋截面面积Ay=140*6=980mm2锚下控制应力k=0.72Ryb=0.72*1860=1339.2MPa起始端头张拉力p1=k*Ay=1339.2*980=1312.416KN由图纸说明：=6.54*3.14/180=0.1141rad L=36.7529-2*1=34.7529mL弯=4.5661m L直1=7.1945*2=14.389m L直2=（34.7529-14.389-3.1106*2）/2=5.61585m=0.1,R=0.0015,由张
28、拉力的计算公式: 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曲线段末端(直线段起始点)张拉力：p2=2P-P1=1300.508*2-1312.416 =1288.599KN L = =1300.508*4.5661/(980*1.96*105 ) yEg =3.09cm L直1=P2L/AyE=1288.599*14.389/980/1.96*105=9.66cm L直2=P1L/AyE=1312.416*5.61585/980/1.96*
29、105=3.84cm L=9.66+3.09*2+3.84*2=23.52cm4. N4（7束）预应力筋截面面积Ay=140*6=980mm2锚下控制应力k=0.72Ryb=0.72*1860=1339.2MPa起始端头张拉力p1=k*Ay=1339.2*980=1312.416KN由图纸说明：=6.37*3.14/180=0.1111rad L=36.7733-2*1=34.7733mL弯=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,由张拉力的计算公式: 1-e-(k
30、L+) 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曲线段末端(直线段起始点)张拉力：p2=2P-P1=1300.814*2-1312.416 =1289.212KN L = =1300.814*4.4486/(980*1.96*105 ) yEg =3.01cm L直1=P2L/AyE=1289.212*10.5068/980/1.96*105=7.05cm L直2=P1L/AyE=1312.416*7.68465/980/1.96*105=5.25cm L=7.05+3.01*2+5.26*2=23.59cm5. N5（7束）预应力筋截面面积Ay=140*6=980mm2锚下控制应力k=0.72Ryb=0.72*1860=1339.2MPa起始端头张拉力p1=k*Ay=1339.2*980=1312.416KN由图纸说明：=6.74*3.14/180=0.1176rad L=36.814-2*1=34.814mL弯=4.7039m L直1=3.1253*2=6.25
