预应力钢绞线引伸量和张拉力计算书

1、鄂州市城市中轴线西段工程长港大桥长港钢绞线张拉力和引伸量计算中建七局中轴线项目部二零一零年九月鄂州市城市中轴线西段工程长港大桥长港大桥钢绞线张拉引伸量和张拉力计算中国建筑第七工程局鄂州市城市中轴线西段工程长港大桥长港大桥钢绞线张拉引伸量和张拉力计算中国建筑第七工程局 F1a(腹分段x(mm)9kAP(mm2)EP(MPA)kx+ n 0-(kx+ 四 e) e起点力Pp终点力Pz平均PpA L(m)备注A 10.500.00150.23140195000一一201159一2011590.0037钢绞线工作长度 50cmA 20.44800.00150.231401950000.00070.99

2、933201091.43200956.34201023.880.0033A 33.4860.2180.00150.231401950000.05540.94614195494.24184964.13190229.180.0243A411.35200.00150.231401950000.01700.98312183398.24180301.78181850.010.0756A 50.9770.0610.00150.231401950000.01550.98462178912.03176161.07177536.550.0064A 66.79800.00150.231401950000.0102

3、0.98985175265.95173487.85174376.90.0434A 70.9770.0610.00150.231401950000.01550.98462172150.62169503.63170827.130.0061A 87.02100.00150.231401950000.01050.98952168614.19166847.74167730.970.0431A 90.9770.0610.00150.231401950000.01550.98462165561.7163016.01164288.860.0059A 106.74700.00150.231401950000.0

4、1010.98993162193.89160560.68161377.290.0399A 110.9770.0610.00150.231401950000.01550.98462159323.1156873.34158098.220.0057A 125.58400.00150.231401950000.00840.99166156218.18154915.16155566.670.0318A 130.9770.0610.00150.231401950000.01550.98462153721.1151357.47152539.280.0055A 146.79800.00150.23140195

5、0000.01020.98985150588.39149060.64149824.520.0373A 150.9770.0610.00150.231401950000.01550.98462147911.7145637.4146774.550.0053A 163.51100.00150.231401950000.00530.99475145254.57144491.6144873.090.0186两段张拉20.35580.712说明Pp= P x ( 1 e(kx+3 ) /kx + a 8AL= (Pp x L)/(Ap x Ep)Pz=Pq x e-(KX+ -e)另外，按规定对每批钢绞线

6、抽检强度、弹性模量、截面积，对实测的弹性模量和截面积进行引伸量修正引伸量修正公式为： =EA/E A *=(140X 195000/ (196000X 140)义 352.1 = 350.3mm (左引伸量修正)式中：E； A为实测弹性模量及截面积；E、A为计算弹性模量及截面积；为计算引伸量值， 为修正后的引伸量值。钢束编P编号规格计算理论伸长量 L (mrm千斤顶工作长 度 Lo (mrm引伸修正量(mrm钢筋回缩和 锚具变形 (mrm实际彳时长量 L (mrm备注左伸长量右伸长量左伸长量右伸长量左伸长量右伸长量左伸长量右伸长量腹板F1a15- s15.2352.1352.13.7r 3.7

7、350.30350.306360.00P 360.00纵向两端张拉F2a15- s15.2358.1358.13.73.7356.27356.276365.97365.97纵向两端张拉F3a15- s15.2364.1364.13.7一 3.7362.24362.246371.94371.94纵向两端张拉F1b15- s15.2352.6352.63.71 3.7 1350.80350.806360.50360.50纵向两端张拉F2b15- s15.2358.7358.73.73.7356.87356.876366.57366.57纵向两端张拉F3b15- s15.2364.6364.63.7

8、一 3.7362.74362.746372.44372.44纵向两端张拉顶板T112- s15.2659.6r 3.71656.236:665.93纵向右端张拉T212- s15.2659.63.7656.236665.93纵向左端张拉底板B112- s15.2691.53.7687.976697.67纵向右端张拉B212- s15.2691.53.7687.976697.67纵向左端张拉横向顶板H13- s15.288.93.788.4698.1横向一端张拉二、在张拉中预应力采用引伸量和张拉力双控，以张拉力为主，引伸量为辅，下面油压表计算：（千斤顶通过检测提供压力表的回归方程）油压表t数（Y

9、DC4000纵向（腹板）千斤顶号01压力表号：2164千斤顶号02压力表号：2155千斤顶号03压力表号：2195千斤顶号04压力表号：2186张拉应力b k（MP,截面积Ap m mm2张拉力（N）腹板部位（15 根）（KN0.0136X+0.13330.0132X+0.39470.0132X+0.34590.0132X+0.208313951401953002929.539.9739.0639.0239.11油压表读数（YDC4000纵向（顶板、底板）千斤顶号01压力表号：2164千斤顶号02压力表号：2155千斤顶号03压力表号：2195千斤顶号04压力表号：2186张拉应力b k（MP

10、a截面积Ap m mm2张拉力（N）腹板部位(12 1)(KN)0.0136X+0.13330.0132X+0.39470.0132X+0.34590.0132X+0.208313951401953002343.632.0131.3331.2831.33油压表读数（YDC270横向（顶板）千斤顶号1007648压力表号：2160千斤顶1007620压力表号：2154张拉应力bk （MPa截面积Ap (mm2张拉力（N）横向顶板（11即（KN）0.2267X+0.1730.2293X+0.14021395140195300195.344.4544.92长港4*30米钢架线张拉油压表值:油压表读数

11、 (YDC4000厅P加载(X%千斤顶号01压力表号：2164千斤顶号02 压力表号：2155千斤顶号03 压力表号：2195千斤顶号04 压力表号：2186备注110%4.003.913.903.91腹板(15根)215%6.005.865.85P 5.87320%7.997.817.807.82430%11.9911.7211.7111.73550%19.9919.5319.5119.56670%27.9827.3427.3127.387100%39.9739.0639.02P 39.118103%41.1740.2340.1940.28油压表读数 (YDC4000厅P加载(X%千斤顶号01 压力表号：2164千斤顶号02 压力表号：2155千斤顶号03 压力表号：2195千斤顶号04 压力表号：2186备注110%3.203.133.133.13顶板、底板 (12 根)215%4.804.70P 4.694.70320%6.406.276.266.27430%9.609.409.389.40550%16.0115.6715.6415.67670%22.4121.9321.9021.937100%32.0131.33P 31.2831.338103%32.9732.2732.2232.2