30m箱梁预应力张拉计算书

1、 30米箱梁预应力张拉计算书一、张拉设计预应力钢束为出15.2高强度低松弛钢绞线，黄载面积140mm2,有单束5根、4根两种形式锚具型号分别为OVM15-5型、OVM15-4、锚下控制应力N1N3为1340Mpa,N4为1320Mpa,T1为1395Mpa,T2为1340MPa。二、张拉设备选用1、张拉设备能力计算（以单束5根为例，边跨N1N3）P=控xAxn=1340 x106N/m2x140 x10-6m2x5=938KN=93.8T为了抵消夹片锚固回缩时的预应力损失（按一端回缩6mm计）,超张拉3%o控：P=Px103%=96.6Tmax2、张拉设备行程（以最长钢束拉力无磨阻损失为例）L

2、=o+宀xL/E控p=1340 x106x30.92x103/（1.95x1011）=212.5mm张拉时为两侧张拉,单侧伸长量为212.5/2=106.3mm所选用QYC150型穿心式液压千斤顶，其张拉力T=150T，行程ls=400mm。3、压力表选用150T千斤顶活塞面积为290cm2。由式Pn=P/An（式中Pn计算压力表读数；P张拉力；An张拉设备工作液压面积），得：Pn=96.6x104N/29000mm2=33.31N/mm2所选用最大读数为60MPa的压力表。三、分级张拉段划分为了便于伸长量测量和控制两端张拉的同步进行，把张拉段分为10%o控、20%o控、100%。控、103%

3、。控四个阶段，各阶段张拉力分别为：张拉阶段拉力5甲s15.24輕15.210%。控（KN)93.873.920%。站（控KN)187.6147.8100%。站控(KN)938739.2103%。站控(KN)966.1761.4四初张拉至0.1Sk（准确测量伸长量），持荷3分钟，然后张拉至0.2Sk，持荷3分钟，再张拉直接到位Q，持荷3分钟，进油张拉到Q锚固。不再采用超张拉工艺。五、理论伸长量计算根据公路桥规12.8.3款和附录G-8规定，对预应力钢铰线理论伸长量进行计算：1、计算公式：L二PL/（AE）（公式1）pppPp=Px1-e-（kx+g）/（kx+p0）（公式2）式中，从一理论伸长量

4、,cm;Pp预应力钢铰线平均张拉力，N；L预应力钢铰线长度，cm；Ep弹性模量，N/mm2，取Ep=1.95x105N/mm2;Ap束预应力钢铰线总面积，单根截面140mm2；P预应力钢铰线张拉端张拉力，N；x从张拉端至计算截面的孑隨长度，m；6从张拉端至计算截面曲线轨道部分切线的夹角和，rad;k管道偏差系数，取k=0.0015；p管道磨阻系数，取p=0.25；锚具变形、钢筋回缩取6mm（端）；2、分段方法：根据图所示分AB、BC、CD、DE共4段进行计算，不考虑工作长度。3计算方法：计算每一段的起点和终点力。每一段的终点力就是下一段的起点力，例如靠近张拉端第一段BC的终点C点力即为第二段C

5、D的起点力，每段的终点力与起点力的关系如下式：Pz=Pqxe-（Kx+Me）（公式3）连霍洛三段(豫陕界)改扩建工程TJ-22标30米后张法预应力箱梁张拉计算书 #PZ分段终点力(N)Pq分段的起点力(N)各段的起终点力可以根据公式3从张拉端开始进行逐步的计算。(2)根据每一段起点力Pq代入公式2求出每一段平均张拉力Pp。根据Pp代入公式1计算出每一段的伸长值从，相加后得出全长钢绞线伸长量。4、计算数据：单根钢绞线千斤顶张拉力N1N3P二AkxAp=1340 x140=187600(N),N4P二kxAp=1320 x140=184800(N),T1P=AkxAp=1395x140=19530

6、0(N),T2P=AkxAp=1340 x140=187600(N)，根据以上各计算方法编程求得各钢束伸长量数据如下：I边跨引申量计算表N1钢束计算表分段x(mm)9(rad)kx+卩9e-(kx+U0)Pq(N)Pz(N)Pp(N)L(mm)L11582.500.002370.99763187600187155.21187377.5210.9L2654.50.02620.007530.99250187155.21185751.83186452.644.5L32567.600.003850.99616185751.83185037.80185394.5917.4L47330.40.12220.

7、041540.95931185037.80177509.00181247.3448.7L5266000.003990.99602177509.00176802.15177155.3417.3合计14795197.4连霍洛三段（豫陕界）改扩建工程TJ-22标30米后张法预应力箱梁张拉计算书N3钢束计算表分段x(mm)9(rad)kx+p9e-(kx+u0)Pq(N)Pz(N)Pp(N)L(mm)L11582.500.002370.99763187600187155.21187377.5210.9L2654.50.02620.007530.99250187155.21185751.83186452

8、.644.5L3380.0800.000570.99943185751.83185645.96185698.892.6L44886.90.12220.037870.96283185645.96178746.36182174.3832.6L5730600.010960.98910178746.36176798.17177770.4847.6合计14810196.2N2钢束计算表分段x(mm)9(rad)kx+p9e-(kx+u0)Pq(N)Pz(N)Pp(N)L(mm)L11582.500.002370.99763187600187155.21187377.5210.9L2654.50.0262

9、0.007530.99250187155.21185751.83186452.644.5L31477.300.002220.99779185751.83185340.66185546.1710.0L46108.70.12220.039710.96107185340.66178125.67181709.2940.7L5498200.007470.99255178125.67176799.49177461.7532.4合计14805196.8T2钢束计算表分段x(mm)9(rad)kx+Be-(kx+b)Pq(N)Pz(N)Pp(N)L(mm)L1100300.001500.99840194300

10、.00195006.97194458.157.2L2399.030.02490.003280.99781197008.3719449465186855.712.930L300.004900.99065194493.65189080.11183028.6381.5合计1455068.包连霍洛三段(豫陕界)改扩建工程TJ-22标30米后张法预应力箱梁张拉计算书 边跨钢束张拉力与油表读数对应表编号拉力级张拉力(KN)1#千斤顶2#千斤顶表号：12.8.4.125表号：12.8.4.104表号：12.8.4.189表号：12.8.4.194油表读数(MPa)伸长量(mm)油表读数(MPa)伸长量(mm

11、)油表读数(MPa)伸长量(mm)油表读数(MPa)伸长量(mm)rrrr初始张拉10%93.85.17203.79203.94203.3320rN1持荷3min20%187.69.50408.16408.22407.7340终张100%93844.0919843.1319842.4419842.92198初始张拉10%93.8r5.1720r3.7920r3.9420r3.3320rN2持荷3min20%187.69.50398.16398.22397.7339终张100%93844.0919743.1319742.4419742.92197r初始张拉10%93.85.17203.79203

12、.94203.3320rrFFN3持荷3min20%187.69.50408.16408.22407.7340终张100%93844.0919843.1319842.4419842.92198r初始张拉10%73.924.25202.86203.04202.4020rN4持荷3min20%147.87.66396.31396.41395.8639终张100%739.234.9219533.8719533.3719533.60195r初始张拉10%97.655.3563.9764.1263.516rrrrT1持荷3min20%195.39.85138.52138.57138.0913终张100%

13、976.545.866444.926444.206444.7364rrrF初始张拉10%93.85.17113.79113.94113.3311FT2持荷3min20%187.69.50228.16228.22227.7322终张100%93844.0910843.1310842.4410842.92108连霍洛三段(豫陕界)改扩建工程TJ-22标30米后张法预应力箱梁张拉计算书 n.中跨引申量计算表N1钢束计算表分段x(mm)9(rad)kx+p9e-(kx+u0)Pq(N)Pz(N)Pp(N)L(mm)L11582.500.002370.99763187600187155.21187377

14、.5210.9L2654.50.02620.007530.99250187155.21185751.83186452.644.5L34608.600.006910.99311185751.83184472.17185111.2731.2L47330.40.12220.041540.95931184472.17176966.38180693.3048.5L556900.000850.99915176966.38176815.41176890.883.7合计14745197.6N2钢束计算表分段x(mm)9(rad)kx+p9e-(kx+u0)Pq(N)Pz(N)Pp(N)L(mm)L11582.

15、500.002370.99763187600187155.21187377.5210.9L2654.50.02620.007530.99250187155.21185751.83186452.644.5L33827.300.005740.99428185751.83184688.48185219.6526.0L46108.70.12220.039710.96107184688.48177498.88181069.8940.5L5260200.003900.99610177498.88176807.45177152.9416.9合计14775197.4N3钢束计算表分段x(mm)9(rad)kx

16、+卩9e-(kx+U0)Pq(N)Pz(N)Pp(N)L(mm)L11582.500.002370.99763187600187155.21187377.5210.9L2654.50.02620.007530.99250187155.21185751.83186452.644.5L33041.100.004560.99545185751.83184906.43185328.8120.6L44886.90.12220.037870.96283184906.43178034.31181448.6832.5L5463500.006950.99307178034.31176800.82177416.8

17、530.1合计14800197.2N4钢束计算表分段x(mm)9(rad)kx+e-(kx+u9)Pq(N)Pz(N)Pp(N)L(mm)L1107100.001610.99839184800.00184503.37184651.647.2L2733.040.02440.007210.99282184503.37183178.21183839.994.9L31290100.019350.98083183178.21179667.52181417.2085.7合计14705195.8T1钢束计算表分段x(mm)9(rad)kx+e-(kx+u9)Pq(N)Pz(N)Pp(N)L(mm)L1100

18、300.001500.99850195300.00195006.39195153.167.2L2399.330.04990.013080.98701195006.39192472.68193736.782.8L3309900.004650.99536192472.68191580.05192026.0221.8合计450163.6T2钢束计算表分段x(mm)9(rad)kx+u9e-(kx+u9)Pq(N)Pz(N)Pp(N)L(mm)L1100300.001500.99850187600.00187317.97187458.956.9L2399.330.04990.013080.987011

19、87317.97184884.15186098.412.7L3659900.009900.99015184884.15183063.11183972.1344.5合计8001108.2中跨钢束张拉力与油表读数对应表编号拉力级张拉力(KN)1#千斤顶2#千斤顶表号：12.8.4.125表号：12.8.4.104表号：12.8.4.189表号：12.8.4.194油表读数(MPa)伸长量(mm)油表读数(MPa)伸长量(mm)油表读数(MPa)伸长量(mm)油表读数(MPa)伸长量(mm)Frrr初始张拉10%75.044.31202.92203.09202.4520rN1持荷3min20%150.17.77406.41406.51405.9740终张100%750.435.44