T梁张拉计算及压浆施工方案.doc

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: 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*2.5001/840*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*4.09055/840*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-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=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- 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=2.64*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-( 0.0015*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+6.75*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-( 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+1.71*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*3.5772+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+9.68=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*0.1141) 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. 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 =1312.416 * 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+ 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=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*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/aye=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=0.1,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*3.83475/980/1.96*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*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-(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=6.2506m l直2=（34.814-6.2506-4.7039*2）/2=9.5778m=0.1,r=0.0015,由张拉力的计算公式: 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曲线段末端(直线段起始点)张拉力：p2=2p-p1=1300.148*2-1312.416 =1287.879kn l = =1300.148*4.7039/(980*1.96*105 ) yeg =3.18cm l直1=p2l/aye=1287.879*6.2506/980/1.96*105=4.19cm l直2=p1l/aye=1312.416*9.5778/980/1.96*105=6.55cm l=4.19+3.18*2+6.55*2=23.65cm（二）35m t梁边主梁1.n1（8束）预应力筋截面面积ay=140*8=1120mm2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*1120=1499.904kn由图纸说明：=2.23*3.14/180=0.0389rad l=36.6654-2*1=34.6654ml弯=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,由张拉力的计算公式: 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曲线段末端(直线段起始点)张拉力：p2=2p-p1=1495.24*2-1499.904 =1490.58kn l = =1495.24*1.5577/(1120*1.96*105 ) yeg =1.06cm l直1=p2l/aye=1490.58*25.4022/1120/1.96*105=17.25cm l直2=p1l/aye=1499.904*3.0739/1120/1.96*105=2.1cm l=17.26+1.06*2+2.1*2=23.58cm2. n2（8束）预应力筋截面面积ay=140*8=1120mm2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*1120=1499.904kn由图纸说明：=4.4*3.14/180=0.077rad l=36.6915-2*1=34.6915ml弯=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,由张拉力的计算公式: 1-e-(kl+) 1- e-( 0.0015*3.0709+0.1*0.077) p=p =1124.928* kl+ 0.0015*3.0709+0.1*0.077 =1490.731kn曲线段末端(直线段起始点)张拉力：p2=2p-p1=1490.731*2-1499.904 =1481.558kn l = =1490.731*3.0709/(1120*1.96*105 ) yeg =2.09cm l直1=p2l/aye=1481.558*19.8876/1120/1.96*105=13.43cm l直2=p1l/aye=1499.904*4.33105/1120/1.96*105=2.96cm l=13.42+2.09*2+2.96*2=23.52cm3. n3（6束）预应力筋截面面积ay=140*8=1120mm2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*1120=1499.904kn由图纸说明：=5.46*3.14/180=0.0952rad l=36.7257-2*1=34.7257ml弯=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,由张拉力的计算公式: 1-e-(kl+) 1- e-( 0.0015*3.8