1、m预制T梁张拉伸长量计算仁新高速TJ5标首件1#预制梁场预制T梁张拉计算书钢绞线伸长量计算书仁新高速TJ5标合同段项目经理部2016年07月钢绞线伸长量计算一、计算原则1、根据公路桥涵施工技术规范(JTG/TF05-2011)标准;2、根据桥梁公用构造、涵洞通用图设计图纸要求。二、计算公式与参数及说明1、已知参数:s15.2mm钢绞线:Ep=1.95105MPa;Ap=139mm;k=0.0015;=0.25;=0.3。见检测附件;预应力钢绞线采用抗拉强度标准值fpk=1860Mpa,锚下控制应力为0.7fpk,根据锚垫板和千斤顶的机械参数以及张拉预留长度,则工作长度取65cm,顶内工作长度5
2、0cm。图纸要求,钢绞线伸长量为扣除拉力(10%)后的理论计算值。2、计算公式:1)、Pp=Pq(1-e-(kx+)/(kx+)Pp预应力筋的平均张拉力(N)Pq预应力筋张拉端的张拉力(N);x从张拉端至计算截面的孔道长度(m);从张拉端至计算截面的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,取k=0.0015;预应力筋与孔道壁的摩擦系数,取=0.25。当预应力筋为直线时Pp=P2)、P=conAn(锚下端部张拉力P=Pq)con预应力筋张拉端的控制应力con=0.70fpk(Nmm2);A每束预应力筋的截面面积(139mm2);n同时张拉预应力筋束数;Pq预应力
3、筋张拉端的张拉力。3)、Pz=Pqe-(kx+)Pz经过长度X后预应力筋的终点处张拉力(N);4)、L=(PpX)/(ApEp)L理论伸长值(m);X预应力筋相应的长度(m);Ap钢绞线的截面积(139mm2);Ep预应力筋的弹性模量(1.95105Mpa)。3、张拉伸长量控制及读数计算方法:实际伸长量要扣除拉力(10%)后的理论计算值4、30m箱梁各钢束理论伸长量计算如下:钢束布置断面图如图所示,从上至下依次为N2、N5、N1、N3、N4。钢束根数布置:根据图纸设计布置。40米T梁钢束引伸长量:如伸长量计算表如下图所示,管道分段示意图:浈江大桥预制T梁预应力伸长量计算表(1)、该计算表适用于
4、第一联第14孔、第5孔右幅6及7号梁,第二联第68孔、第9孔右幅7号梁econ(Mpa)Ai(mm2)kEg(Mpa)锚具变形、钢筋回缩取6mm(一端)。预应力张拉时还要考虑钢束与锚圈口之间的摩擦损失,锚口摩阻损失暂按3%考虑,即钢束锚外控制应力为1437Mp,锚口摩阻损失的具体数据应由试验确定,或者采用厂家及施工单位常年积累的数据,任何时候,锚外张拉控制应力不得超过0.8fpk(该内容为图纸要求)2.718313021390.250.0015195000N1分段n束数Ay(mm2)L或x(m)曲线段孔道切线夹角(rad)kx+e-(kx+)起点力Pq(kN)终点力Pz(kN)精确计算方法全梁
5、理论伸长量(mm)设计理论伸长量(mm)平均张拉力Pp(kN)各段理论伸长量AB811125.700000.0000.0090.9911447.8241435.4981441.6520.038230.861230.800BC8111212.217070.1220.0490.9521435.4981367.0331400.9870.079CD811121.815000.0000.0030.9971367.0331363.3171365.1740.011合计:0.128N1(10%初应力)分段n束数Ay(mm2)L或x(m)曲线段孔道切线夹角(rad)kx+e-(kx+)起点力Pq(kN)终点力P
6、z(kN)精确计算方法全梁理论伸长量(mm)平均张拉力Pp(kN)各段理论伸长量AB811125.700000.0000.0090.991144.782143.550144.1650.00425.651BC8111212.217070.1220.0490.952143.550136.703140.0990.008CD811121.815000.0000.0030.997136.703136.332136.5170.001合计:0.013N2中梁分段n束数Ay(mm2)L或x(m)曲线段孔道切线夹角(rad)kx+e-(kx+)起点力Pq(kN)终点力Pz(kN)精确计算方法全梁理论伸长量(mm
7、)设计理论伸长量(mm)平均张拉力Pp(kN)各段理论伸长量AB811124.305000.0000.0060.9941447.8241438.5051443.1590.029230.241230.200BC8111212.217070.1220.0490.9521438.5051369.8971403.9210.079CD811123.199000.0000.0050.9951369.8971363.3391366.6150.020合计:0.128N2中梁(10%初应力)分段n束数Ay(mm2)L或x(m)曲线段孔道切线夹角(rad)kx+e-(kx+)起点力Pq(kN)终点力Pz(kN)精
8、确计算方法全梁理论伸长量(mm)平均张拉力Pp(kN)各段理论伸长量AB811124.305000.0000.0060.994144.782143.850144.3160.00325.582BC8111212.217070.1220.0490.952143.850136.990140.3920.008CD811123.199000.0000.0050.995136.990136.334136.6620.002合计:0.013N2边梁分段n束数Ay(mm2)L或x(m)曲线段孔道切线夹角(rad)kx+e-(kx+)起点力Pq(kN)终点力Pz(kN)精确计算方法全梁理论伸长量(mm)设计理论伸
9、长量(mm)平均张拉力Pp(kN)各段理论伸长量AB912514.305000.0000.0060.9941628.8021618.3181623.5540.029230.241230.200BC9125112.217070.1220.0490.9521618.3181541.1341579.4120.079CD912513.199000.0000.0050.9951541.1341533.7571537.4420.020合计:0.128N2边梁(10%初应力)分段n束数Ay(mm2)L或x(m)曲线段孔道切线夹角(rad)kx+e-(kx+)起点力Pq(kN)终点力Pz(kN)精确计算方法全
10、梁理论伸长量(mm)平均张拉力Pp(kN)各段理论伸长量AB912514.305000.0000.0060.994162.880161.832162.3550.00325.582BC9125112.217070.1220.0490.952161.832154.113157.9410.008CD912513.199000.0000.0050.995154.113153.376153.7440.002合计:0.013N3中梁分段n束数Ay(mm2)L或x(m)曲线段孔道切线夹角(rad)kx+e-(kx+)起点力Pq(kN)终点力Pz(kN)精确计算方法全梁理论伸长量(mm)设计理论伸长量(mm)
11、平均张拉力Pp(kN)各段理论伸长量AB811122.910000.0000.0040.9961447.8241441.5181444.6690.019229.630229.600BC8111212.217070.1220.0490.9521441.5181372.7661406.8620.079CD811124.584000.0000.0070.9931372.7661363.3601368.0580.029合计:0.128N3中梁(10%初应力)分段n束数Ay(mm2)L或x(m)曲线段孔道切线夹角(rad)kx+e-(kx+)起点力Pq(kN)终点力Pz(kN)精确计算方法全梁理论伸长量
12、(mm)平均张拉力Pp(kN)各段理论伸长量AB811122.910000.0000.0040.996144.782144.152144.4670.00225.514BC8111212.217070.1220.0490.952144.152137.277140.6860.008CD811124.584000.0000.0070.993137.277136.336136.8060.003合计:0.013N3边梁分段n束数Ay(mm2)L或x(m)曲线段孔道切线夹角(rad)kx+e-(kx+)起点力Pq(kN)终点力Pz(kN)精确计算方法全梁理论伸长量(mm)设计理论伸长量(mm)平均张拉力P
13、p(kN)各段理论伸长量AB912512.910000.0000.0040.9961628.8021621.7081625.2520.019229.630229.600BC9125112.217070.1220.0490.9521621.7081544.3621582.7200.079CD912514.584000.0000.0070.9931544.3621533.7801539.0650.029合计:0.128N3边梁(10%初应力)分段n束数Ay(mm2)L或x(m)曲线段孔道切线夹角(rad)kx+e-(kx+)起点力Pq(kN)终点力Pz(kN)精确计算方法全梁理论伸长量(mm)平均
14、张拉力Pp(kN)各段理论伸长量AB912512.910000.0000.0040.996162.880162.171162.5250.00225.514BC9125112.217070.1220.0490.952162.171154.436158.2720.008CD912514.584000.0000.0070.993154.436153.378153.9060.003合计:0.013N4分段n束数Ay(mm2)L或x(m)曲线段孔道切线夹角(rad)kx+e-(kx+)起点力Pq(kN)终点力Pz(kN)精确计算方法全梁理论伸长量(mm)设计理论伸长量(mm)平均张拉力Pp(kN)各段理
15、论伸长量AB912511.474000.0000.0020.9981628.8021625.2051627.0030.010228.993229.000BC9125112.217070.1220.0490.9521625.2051547.6921586.1330.079CD912516.009000.0000.0090.9911547.6921533.8051540.7380.038合计:0.127N4(10%初应力)分段n束数Ay(mm2)L或x(m)曲线段孔道切线夹角(rad)kx+e-(kx+)起点力Pq(kN)终点力Pz(kN)精确计算方法全梁理论伸长量(mm)平均张拉力Pp(kN)各
16、段理论伸长量AB912511.474000.0000.0020.998162.880162.520162.7000.00125.444BC9125112.217070.1220.0490.952162.520154.769158.6130.008CD912516.009000.0000.0090.991154.769153.380154.0740.004合计:0.013N5(左右)分段n束数Ay(mm2)L或x(m)曲线段孔道切线夹角(rad)kx+e-(kx+)起点力Pq(kN)终点力Pz(kN)精确计算方法全梁理论伸长量(mm)设计理论伸长量(mm)平均张拉力Pp(kN)各段理论伸长量AB
17、79732.240000.0000.0030.9971266.8461262.5971264.7200.015228.300228.400BC79735.67206.50.1130.0370.9641262.5971216.8931239.6040.037CD797311.773000.0000.0180.9821216.8931195.5921206.2110.075合计:0.127N5(左右)(10%初应力)分段n束数Ay(mm2)L或x(m)曲线段孔道切线夹角(rad)kx+e-(kx+)起点力Pq(kN)终点力Pz(kN)精确计算方法全梁理论伸长量(mm)平均张拉力Pp(kN)各段理论
18、伸长量AB79732.240000.0000.0030.997126.685126.260126.4720.00125.367BC79735.67206.50.1130.0370.964126.260121.689123.9600.004CD797311.773000.0000.0180.982121.689119.559120.6210.007合计:0.0131:设计图纸要求:混凝土强度及弹性模量达到设计值的85%,且龄期不少于7d后,方可张拉预应力钢束。两端对称、均匀张拉,采用张拉力和引申量双控,钢束张拉顺序为N2N5N1N3N4,钢束伸长量为扣除初应力(10%)后的理论计算值。2:该计算
19、表适用于第一联第14孔、第5孔右幅6及7号梁,第二联第68孔、第9孔右幅7号梁,(2)、该计算表适用于第一联第5孔左幅7及6号梁,第二联第9孔左幅7号梁econ(Mpa)Ai(mm2)kEg(Mpa)锚具变形、钢筋回缩取6mm(一端)。预应力张拉时还要考虑钢束与锚圈口之间的摩擦损失,锚口摩阻损失暂按3%考虑,即钢束锚外控制应力为1437Mp,锚口摩阻损失的具体数据应由试验确定,或者采用厂家及施工单位常年积累的数据,任何时候,锚外张拉控制应力不得超过0.8fpk(该内容为图纸要求)2.718313021390.250.0015195000N1分段n束数Ay(mm2)L或x(m)曲线段孔道切线夹角
20、(rad)kx+e-(kx+)起点力Pq(kN)终点力Pz(kN)精确计算方法全梁理论伸长量(mm)设计理论伸长量(mm)平均张拉力Pp(kN)各段理论伸长量AB68349.370000.0000.0140.9861085.8681070.7131078.2730.062174.177170.000BC68344.887070.1220.0380.9631070.7131030.9191050.6900.032CD68340.484000.0000.0010.9991030.9191030.1711030.5450.003合计:0.097N1(10%初应力)分段n束数Ay(mm2)L或x(m)
21、曲线段孔道切线夹角(rad)kx+e-(kx+)起点力Pq(kN)终点力Pz(kN)精确计算方法全梁理论伸长量(mm)平均张拉力Pp(kN)各段理论伸长量AB68349.370000.0000.0140.986108.587107.071107.8270.00619.353BC68344.887070.1220.0380.963107.071103.092105.0690.003CD68340.484000.0000.0010.999103.092103.017103.0550.000合计:0.010N2分段n束数Ay(mm2)L或x(m)曲线段孔道切线夹角(rad)kx+e-(kx+)起点力
22、Pq(kN)终点力Pz(kN)精确计算方法全梁理论伸长量(mm)设计理论伸长量(mm)平均张拉力Pp(kN)各段理论伸长量AB68347.363000.0000.0110.9891085.8681073.9411079.8940.049173.554170.000BC68346.109070.1220.0400.9611073.9411032.1341052.8990.040CD68341.258000.0000.0020.9981032.1341030.1881031.1610.008合计:0.096N2(10%初应力)分段n束数Ay(mm2)L或x(m)曲线段孔道切线夹角(rad)kx+e
23、-(kx+)起点力Pq(kN)终点力Pz(kN)精确计算方法全梁理论伸长量(mm)平均张拉力Pp(kN)各段理论伸长量AB68347.363000.0000.0110.989108.587107.394107.9890.00519.284BC68346.109070.1220.0400.961107.394103.213105.2900.004CD68341.258000.0000.0020.998103.213103.019103.1160.001合计:0.010N3分段n束数Ay(mm2)L或x(m)曲线段孔道切线夹角(rad)kx+e-(kx+)起点力Pq(kN)终点力Pz(kN)精确计算方法全梁理论伸长量(mm)设计理论伸长量(mm)平均张拉力Pp(kN)各段理论伸长量AB68345.968000.0000.0090.9911085.8681076.1911081.0220.040172.932168.000BC68346.109070.1220.0400.9611076.1911034.2961055.1050.040CD
copyright@ 2008-2022 冰豆网网站版权所有
经营许可证编号:鄂ICP备2022015515号-1