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× y×Eg 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 ) y×Eg =1.85cm L直1=P2×L直1/Ay×E=1111.63568*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）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 ) y×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）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 ) 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）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 ) 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）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 *
