钢绞线长度计算

附表1： K253+211.1303国道303分离立交桥中跨箱梁钢绞线伸长值计算 K253+211.1中跨预制箱梁为20米，左右腹板N1号钢束为4根15.24钢绞线,N2号钢束为4根15.24钢绞线，N3号钢束为3根15.24钢绞线，Ay1=4*140=560mm2.Eg=1950控制。其中Eg=（192+196+198）/3=195.333GPa Eg是预应力混凝土钢绞线弹性模量外委试验平均值。钢绞线分段L(m)修正L(m)Δx切线角（度）θ(rad)kukl+uθe-(kl+uθ)控制应力Mpa截面积mm2腹板N1ABBCCD6.38592.87980.5376.38592.87980.53705.5000.095900.00150.00150.00150.250.250.250.009578850.990470.028305810.972090.00080550.99919139513951395140140140腹板N2ABBCCD4.9252.87982.0154.9252.87982.01505.5000.095900.00150.00150.00150.250.250.250.00738750.992640.028305810.972090.00302250.99698139513951395140140140ABBC腹板N31.79967.9011.79967.90101.400.02440.00150.00150.250.250.00269940.997300.017957060.9822013951395140140附表1： K253+211.1303国道303分离立交桥边跨箱梁钢绞线伸长值计算

K253+211.1边跨预制箱梁为20米，左右腹板N1号钢束为5根15.24钢绞线,N2号钢束为4根15.24钢绞线，N3号钢束为4根15.24钢绞线，Ay1=5*140=700mm2.Eg=1950控制。其中Eg=（192+196+198）/3=195.333GPa Eg是预应力混凝土钢绞线弹性模量外委试验平均值。钢绞线分段L(m)修正L(m)Δx切线角（度）θ(rad)kukl+uθe-(kl+uθ)控制应力Mpa截面积mm2腹板N1ABBCCD4.81922.87982.1284.81922.87982.12805.5000.095900.00150.00150.00150.250.250.250.00722880.992800.028305810.972090.0031920.99681139513951395140140140腹板N2ABBCCD3.3582763.3582762.87982.87983.5823.58205.5000.095900.00150.00150.00150.250.250.250.005037410.994980.028305810.972090.0053730.99464139513951395140140140ABBC腹板N31.79968.0011.79968.00101.400.02440.00150.00150.250.250.00269940.997300.018107060.9820613951395140140腹板N3附表1： K253+211.1303国道303分离立交桥箱梁负弯矩钢绞线伸长值计算 K253+211.1预制箱梁为20米，负弯矩T1号钢束为5根15.24钢绞线,T2号钢束为4根15.24钢绞线，T3号钢束为5根15.24钢绞线，Ay1=5*140=700mm2.Eg=195000MPa,其中Eg=（192+196+198）/3=195.333GPa Eg是预应力混凝土钢绞线弹性模量外委试验平均值。钢绞线分段L(m)修正L(m)Δx切线角（度）θ(rad)kukl+uθe-(kl+uθ)控制应力Mpa截面积mm2负弯矩T1ABBCCD1.080.3221.5991.080.3221.59902.31000.040300.00150.00150.00150.250.250.250.001620.998380.010557170.989500.00239850.99760139513951395140140140负弯矩T2ABBCCD1.080.3221.5991.080.3221.59902.31000.040300.00150.00150.00150.250.250.250.001620.998380.010557170.989500.00239850.99760139513951395140140140ABBCT3

1.080.3221.080.32202.3100.04030.00150.00150.250.250.001620.998380.010557170.9895013951395140140负弯矩T35.0995.09900.00000.00150.250.00764850.992381395140长值计算=195000MPa,每束张拉控制力为：4*1860*140*0.75=782.1KN。采用预埋波纹管成型，u=0.25,k=0.0015.按两侧张拉钢绞线根数每束张拉控制力KNEg(Mpa)终点力（KN）平均张拉力Pp(KN)每段伸长量mmL(mm)总伸长量mm444781.2781.2781.2195000195000195000781.2773.753752.158751.552N1777.47762.90751.8645.4720.123.7069.28138.56444781.2781.2781.2195000195000195000781.2775.450753.808751.533N2778.32764.58752.6735.1020.1613.8969.15138.3133585.9585.9195000195000585.9584.321573.922N3585.11579.1112.8655.8768.72137.45长值计算

=195000MPa,每束张拉控制力为：5*1860*140*0.75=976.5KN。采用预埋波纹管成型，u=0.25,k=0.0015.按两侧张拉钢绞线根数每束张拉控制力KNEg(Mpa)终点力（KN）平均张拉力Pp(KN)每段伸长量mmL(mm)总伸长量mm555976.5976.5976.5195000195000195000976.5969.467942.410939.406N1972.98955.87940.9134.3520.1714.6769.19138.37444781.2781.2781.2195000195000195000781.2777.275755.582751.533N2779.24766.38753.5623.9620.2124.7268.89137.7944781.2781.2195000195000781.2779.094765.114N3780.15772.0812.8656.5769.43138.8569.43138.85伸长值计算0MPa,每束张拉控制力为：5*1860*140*0.75=976.5KN。采用预埋波纹管成型，u=0.25,k=0.0015.按两侧张拉控制。钢绞线根数每束张拉控制力KNEg(Mpa)终点力（KN）平均张拉力Pp(KN)每段伸长量mmL(mm)总伸长量mm555976.5976.5976.5195000195000195000976.5974.919964.681962.370T1975.71969.79963.537.722.2911.2921.2942.59444781.2781.2781.2195000195000195000781.2779.935771.745769.896T2780.57775.83770.827.722.2911.2921.2942.5955976.5976.5195000195000976.5974.919964.681T3975.71969.797.722.295976.5195000957.331961.0035.9045.9191.81