米正交箱梁中跨

30米箱梁正交中跨钢绞线张拉计算书,,,,,,,,,,,

一、计算依据：,,,,,,,,,,,

1、《高速公路工程两阶段施工图设计》；,,,,,,,,,,,

2、《公路桥涵施工技术规范》；,,,,,,,,,,,

3、预应力钢绞线检测资料；,,,,,,,,,,,

4、张拉千斤顶校验资料。,,,,,,,,,,,

二、计算说明：,,,,,,,,,,,

1、本计算书计算30m箱梁的预应力筋理论伸长值的计算过程；,,,,,,,,,,,

2、本计算书采用分段、简化计算法进行计算，各分段截面根据该桥施工图确定；,,,,,,,,,,,

3、计算钢绞线理论伸长值时，各计算参数的选择根据规范和预应力钢绞线检测资料确定。,,,,,,,,,,,

4、实际钢绞线理论伸长值的计算应考虑初始应力的伸长值和工具夹片回缩量，初始应力伸长值的计算采用相邻级计算法。,,,,,,,,,,,

三、计算公式：,,,,,,,,,,,

Pp=P*(1-e-(Kx+μθ))/(Kx+μθ),,,,,,,ΔL=Pp*L/ApEp,,,,

式中：Pp－－预应力筋平均张拉力（N）;,,,,,,,,,,,

P－－预应力筋张拉端的张拉力(N);,,,,,,,,,,,

L――从张拉端到计算截面的孔道长度（m）；,,,,,,,,,,,

θ――从张拉端到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,取0.0015;",,,,,,,,,,,

"μ－-预应力筋与孔道壁的摩擦系数,取0.25;",,,,,,,,,,,

ΔL――预应力筋的理论伸长值（mm）;,,,,,,,,,,,

"Ap――预应力筋的截面积,取139mm2;",,,,,,,,,,,

Ep――预应力筋的弹性模量，取1.95*10^5Mpa;,,,,,,,,,,,

四、30m箱梁张拉计算,,,,,,,,,,,

（一）奥依塔克桥，其克里克二桥,,,,,,,,,,,

1、钢束编号、设计长度及设计延伸值：,,,,,,,,,,,

板位,钢束编号,钢束长度m,设计单端延伸量控制值(mm),延伸量(mm),偏差(mm),,,,,,

,,,,,,,,,,,,

中跨,N1,30.86,,208,,,,,,,

,N2,30.891,,208,,,,,,,

,N3,30.923,,208,,,,,,,

,N4,30.701,,207,,,,,,,

,,,,,,,,,,,

2、各钢束纵曲线曲线转角和：,,,,,,,,,,,

,L(mm),直线段10620,曲线段3925,直线段885,(rad),,,,,,

,N1,0,0.087266463,0,0.087266463,,,,,,

,L(mm),直线段9013.5,曲线段3925,直线段2507,(rad),,,,,,

,N2,0,0.087266463,0,0.087266463,,,,,,

,L(mm),直线段7407.5,曲线段3925,直线段4129,(rad),,,,,,

,N3,0,0.087266463,0,0.087266463,,,,,,

,L(mm),直线段1716.8,曲线段732.7,直线段12901,(rad),,,,,,

,N4,0,0.02443461,0,0.02443461,,,,,,

上表为一半值，计算至跨中截面，合计值换算为弧度值。,,,,,,,,,,,

3、平均张拉力计算：,,,,,,,,,,,

1）、张拉力计算：P=σA（σ指张拉控制应力，A指截面面积）,,,,,,,,,,,

中跨,N1钢束：P=5×0.75*1860×139=969.5KN,,,,,,,,,,

,N2钢束：P=5×0.75*1860×139=969.5KN,,,,,,,,,,

,N3钢束：P=4×0.75*1860×139=775.6KN,,,,,,,,,,

,N4钢束：P=4×0.75*1860×139=775.6KN,,,,,,,,,,

2）、平均张拉力计算：PP=P（1-e-（kx+υθ））/（kx+υθ）,,,,,,,,,,,

"K取0.0015,υ取0.25；计算结果如下表：（根据千斤顶缸长及工作锚长度，预应力束张拉端预留长度：650mm)",,,,,,,,,,,

4、平均张拉力计算表,,,,,,,,,,,

中跨：,,,,,,,,,,,

钢束编号,分段,L（m）,P（kN）,θ,kx+υθ,e-(kx+uθ),PP（kN）,预应力筋的弹性模量（EP（N/mm2）,预应力筋的截面面积Ap（mm2）,半跨伸长值(mm)（△L=PpL/(ApEp),总伸长值（mm)△L*2

N1,千斤顶内,0.4,,,,,969.525,195000,695,2.861538462,214.0

,直线段1,9.97,969.525,0,0.014955,0.985156271,962.3113815,195000,695,70.7931708,

,曲线段,3.925,955.134,0.087266463,0.027704116,0.972676124,942.0244057,195000,695,27.28238917,

,直线段2,0.885,929.036,0,0.0013275,0.998673381,928.4193055,195000,695,6.062727064,

N2,千斤顶内,0.4,,,,,969.525,195000,695,2.861538462,213.7

,直线段1,8.364,969.525,0,0.012546,0.987532373,963.4685243,195000,695,59.4609905,

,曲线段,3.925,957.437,0.087266463,0.027704116,0.972676124,944.2964782,195000,695,27.34819167,

,直线段2,2.507,931.276,0,0.0037605,0.996246562,929.5275853,195000,695,17.19480285,

N3,千斤顶内,0.4,,,,,775.62,195000,556,2.861538462,213.5

,直线段1,6.758,775.620,0,0.010137,0.989914206,771.7020201,195000,556,48.10147806,

,曲线段,3.925,767.797,0.087266463,0.027704116,0.972676124,757.2592245,195000,556,27.41415289,

,直线段2,4.129,746.818,0,0.0061935,0.99382564,744.5101178,195000,556,28.35346132,

N4,千斤顶内,0.4,,,,,775.62,195000,556,2.861538462,212.6

,直线段1,1.067,775.620,0,0.0016005,0.99840078,774.9996411,195000,556,7.627048672,

,曲线段,0.733,774.380,0.02443461,0.007208152,0.992817764,771.5953836,195000,556,5.216559825,

,直线段2,12.901,768.818,0,0.0193515,0.980834538,761.4267,195000,556,90.60289482,

张拉顺序：N1→N3→N2→N4。,,,,,,,,,,,

5、N1、N2千斤顶油表对应张拉关系,,,,,,,,,,,

中跨,,,,,,,,,,,

钢束N1、N2分段荷载等级,钢束(设计张拉控制应力),张拉控制应力(KN),140420顶油表读数,,140421顶油表读数,,钢束(设计张拉控制应力),张拉控制应力（KN）,140420顶油表读数,,140421顶油表读数

,,,表号：912576,,表号：912561,,,,表号：912576,,表号：912561

,,,y=0.0467X-0.7099,,y=0.0467X-0.5618,,,,y=0.0467X-0.7099,,y=0.0467X-0.5618

10%,N1(969.5KN),96.95,3.82,,3.97,,N2(969.5KN),96.95,3.82,,3.97

20%,,193.9,8.35,,8.49,,,193.9,8.35,,8.49

50%,,484.75,21.93,,22.08,,,484.75,21.93,,22.08

100%,,969.5,44.57,,44.71,,,969.5,44.57,,44.71

10%,N3(775.6KN),7