大跨度马鞍形体育场屋盖预应力钢索结构专项施工方案

厦门体育中心建设项目体育场屋盖大跨度马鞍形体育场屋盖预应力钢索结构专项施工方案编制：审核：审批：中国建筑第八工程局有限公司二O二二年二月大跨度马鞍形体育场屋盖预应力钢索结构专项施工方案上径向索锚固工况分析钢斜撑安装完成后，继续同步牵引上径向索直至锚固到位，位形和索力如下图所示。工况3-0索杆系位形（mm）工况3-0径向索内力（N）工况3-0环索内力（N）上径向索索力（kN）轴线12345678910索力616.3633.4663.5613.8458.8372.2249.8533.5558.8584.8轴线11121314151617181920索力637.7582.7531.7440.6133.4346.6464.9559.5616.5620.0轴线21222324252627282930索力635.7586.7612.3571.1441.3345.5114.5349.0383.6446.1轴线31323334353637383940索力454.4427.0409.2401.2248.4344.9479.9615.8629.5610.9环索索力（kN）轴线12345678910索力2768278127932796279027852788278127712762轴线11121314151617181920索力2756275527532749272727172704267626412614轴线21222324252627282930索力2604261426352656266526722704271227102699轴线31323334353637383940索力2691269226992706270827202738275027512754钢斜撑轴力（kN）轴线789101112131415轴力90.8-214.5-232.5-259.5-307.7-268.3-223.4-135.1218.2轴线272829303132333435轴力282.2-35.2-99.4-219.1-259.4-213.3-156.9-120.8113.0上径向索锚固后，径向索索力和钢斜撑轴力如上表所示，可知，上径向索锚固后最大索力为663.5kN，在上径向索锚固后，已经形成稳定的索网结构体系，此时，钢斜撑由于环索预张后部分轴线对应的钢斜撑受到一定的拉力作用。张拉工况分析事实上，钢斜撑安装完成后，结构已经具有一定的初内力，此时结构除下挂的钢撑杆和下径向索外，可视为稳定的结构体系。牵引下径向索锚固并进行同步张拉，张拉过程中分为四级同步张拉，分别为25%—50%—75%—105%。最终得到张拉力如下表6-7所示，表中与设计索力的误差主要是由于索夹重量产生的。张拉完成态的位移和内力如下图所示。张拉力值（单位：kN）轴线编号第一级第二级第三级第四级设计索力误差/%36225.1450.2675.4900.5866.8-3.937240.0480.0720.0959.9917.2-4.738343.4686.91030.31373.71310.8-4.839310.6621.3931.91242.61180.7-5.240293.2586.3879.51172.71124.3-4.31277.0554.0831.01107.91064.6-4.12323.1646.2969.31292.41242.5-4.03343.8687.61031.51375.31313.7-4.74353.2706.31059.51412.61353.8-4.35240.1480.3720.4960.6919.4-4.56171.9343.8515.7687.6652.2-5.416154.3308.5462.8617.1585.9-5.317228.7457.4686.2914.9879.3-4.018277.8555.7833.51111.41065.9-4.319304.4608.7913.11217.51165.3-4.520282.6565.3847.91130.51082.5-4.421286.4572.8859.11145.51108.2-3.422268.5537.0805.51074.01032.3-4.023286.9573.7860.61147.51092.6-5.024287.9575.8863.71151.61103.8-4.325233.1466.2699.3932.3898.7-3.726172.1344.2516.4688.5660.6-4.2张拉完成态钢构等效应力变化/MPa张拉完成态结构竖向位移/mm张拉完成态钢斜撑内力/N张拉完成态环索内力/N张拉完成态上径向索内力/N张拉完成态下径向索内力/N结论（1）提升阶段最大径向索力为206.3kN，出现在体育场⑭轴线，整个提升过程中的提升力在31.2~206.3kN。上径向索锚固阶段最大索力为663.5kN，在上径向索锚固后，已经形成稳定的索网结构体系，此时，钢斜撑由于环索预张后部分轴线对应的钢斜撑受到一定的拉力作用。（2）钢斜撑安装阶段最大提升力为176.5kN，发生在安装钢斜撑㉙时，提升高度为1550mm，绝对标高为+64.157m；钢斜撑⑪绝对标高最大为+70.193m，此时提升力为111.6kN，提升高度为750mm。（3）张拉阶段最大张拉力为1412.6kN，张拉完成后钢构最大等效应力变化为106.9MPa，最大竖向位移为70.9mm。张拉完成后各位置索力与设计索力对比如下：上径向索内力/kN轴线编号设计索力/kN完成态索力/kN误差/%11103.71073.0-2.821054.41016.1-3.631117.81067.7-4.54988.3939.2-5.05844.0807.8-4.36784.1750.1-4.371594.71554.3-2.581624.11585.7-2.491726.41691.0-2.0101832.01799.2-1.8112014.61983.0-1.6121832.11799.8-1.8131627.01592.9-2.1141347.21312.9-2.5151230.41193.9-3.016748.5718.3-4.017931.9900.1-3.4181096.81057.9-3.5191121.51077.3-3.9201124.41084.6-3.5211088.01059.3-2.6221051.61017.6-3.2231149.91103.9-4.0241096.41056.6-3.625882.0853.6-3.226791.6766.7-3.227977.9953.3-2.5281081.31061.1-1.9291220.21204.0-1.3301431.71416.7-1.0311477.51465.0-0.8321383.11370.5-0.9331314.81299.5-1.2341277.41257.2-1.6351458.61434.5-1.636586.1558.3-4.737937.9903.8-3.6381043.8992.8-4.9391130.81081.0-4.4401091.41054.7-3.4下径向索（杆）内力/kN轴线编号设计索力/kN完成态索力/kN误差/%11064.61107.9-4.121242.51292.4-431313.71375.3-4.741353.81412.6-4.35919.4960.6-4.56652.2687.6-5.416585.9617.1-5.317879.3914.9-4181065.91111.4-4.3191165.31217.5-4.5201082.51130.5-4.4211108.21145.5-3.4221032.31074-4231092.61147.5-5241103.81151.6-4.325898.7932.3-3.726660.6688.5-4.236866.8900.5-3.937917.2959.9-4.7381310.81373.7-4.8391180.71242.6-5.2401124.31172.7-4.3环索索力/kN轴线编号设计索力/kN完成态索力/kN误差/%19978.610003.80.329981.810006.60.239964.99989.80.249895.99921.00.359788.39813.10.369726.39750.50.279663.29686.70.289603.79626.00.299548.49569.10.2109507.09526.30.2119487.09505.90.2129496.09515.50.2139512.69532.70.2149533.69554.80.2159548.59570.80.2169527.59549.60.2179545.69567.60.2189511.59532.70.2199435.79456.10.2209381.39401.50.2219348.39368.40.2229351.79371.70.2239377.29397.80.2249390.99412.20.2259376.19397.90.2269384.39406.20.2279394.09414.30.2289392.39412.00.2299364.49384.20.2309321.09341.20.2319299.19320.10.2329324.19346.20.2339376.39399.60.2349440.09464.20.3359533.89559.80.3369597.39623.10.3379721.09746.30.3389826.79851.30.3399885.29910.00.3409931.49956.60.3环索索夹位置位移/mm轴线编号UXUYUZ1-1.9-35.55.72-1.9-32.83.93-1.0-25.6-1.941.3-17.2-9.054.1-12.0-13.367.3-8.0-16.6710.4-4.6-20.8811.8-2.6-25.0913.2-0.7-30.61013.80.2-35.51113.60.4-37.81214.80.3-37.41314.60.6-34.71413.91.5-31.31513.23.0-26.61610.16.2-21.7176.99.8-17.9183.315.3-13.319-0.323.9-7.120-2.032.1-1.221-22-23-3.628.7-5.524-6.521.8-11.825-9.217.4-17.026-12.713.4-22.127-17.59.1-28.528-18.46.5-38.329-20.34.4-47.430-21.63.7-53.331-23.03.6-57.732-22.83.5-56.033-20.32.0-50.034-16.8-0.9-42.435-14.2-4.4-34.836-11.0-9.2-27.237-7.6-14.6-20.038-5.2-20.8-11.339-3.1-28.3-1.940-2.0-33.94.1Max-23.0-35.5-57.7

钢构件长度误差影响分析本工程索网结构的径向索均设置可调端，环索可通过对接螺杆调节，因此本方案只考虑钢斜撑的长度误差。首先以单根钢斜撑为研究对象，研究结构预应力分布及环索节点位形（环索节点位形一定程度上表征了结构的刚度）对不同位置处单根钢斜撑的索长误差的敏感性；然后以单根钢斜撑为研究对象，施加不同的长度误差，以引起的索力偏差不超过设计成形态预应力值的5%为要求，制定单根钢斜撑的长度误差限值；最后，以得到的误差限值作为钢斜撑最大允许长度误差，生成若干组正态分布的随机误差样本，通过MATLAB完成蒙特卡罗法抽取满足上述正态分布的随机索长误差样本。将随机抽取的18组索长误差样本采用施加温度荷载的方法引入有限元模型进行分析，同时编写APDL程序得到张拉成形态结构索力及位形响应，并对数值计算结果进行数据统计，其程序流程如图7-1所示。根据结果对钢斜撑长度误差限值的合理性进行评价，并为施工验收标准提供建议。随机误差影响分析流程图9.2.1误差敏感性研究采用有限元软件ANSYS建立与实际工程一致的计算模型，其中周边钢结构采用Beam188单元，钢斜撑和竖杆采用Link8单元，拉索采用Link10单元，通过施加初应变的方法模拟初始预拉力。图7-2为上径向索、下径向索、钢斜撑、环索四类拉索（杆）的分类编号及环索节点编号，其中SJS、XJS、GXC、HS分别表示上径向索、下径向索、钢斜撑、环索。依次取一根钢斜撑，通过施加温度荷载模拟长度误差，计算其本身及附近其他主索索力相对于设计成形态预应力的变化量，该相对变化量为［(Fi'-Fi)/Fi］×100%其中，Fi为设计成形态下的主索索力；Fi'为误差状态下的主索索力。计算附近环索节点位形相对于设计成形态位形的变化量［|di'-di|/di］×100%其中，di为设计成形态下各环索节点(i=1～40)相对于结构无应力时的安装位形状态的位移；di'为误差状态下各环索节点相对于结构无应力态的位移。上径向索和环索编号下径向索和节点编号构件编号图为研究结构预应力分布及环索节点位形对单根钢斜撑长度误差的敏感性，分别使钢斜撑缩短其自身长度的1/250，以东西两侧中间处的GXC05和GXC14为例，分别缩短20.2mm和26.1mm，计算主要构件内力相对变化量及环索节点位形相对变化量，如表所示。内力相对变化/kN编号理想模型GXC05误差/%GXC14误差/%GXC01-438.6-438.30.06-438.20.08GXC02-277.5-277.30.07-277.20.10GXC03-409.7-409.40.08-409.20.11GXC04-600.7-619.33.09-600.00.12GXC05-760.5-716.25.84-759.60.12GXC06-612.4-632.23.23-611.70.12GXC07-219.4-219.30.05-219.20.10GXC089.19.01.059.01.11GXC0981.881.60.2781.50.30GXC10-521.4-521.10.05-521.00.08GXC11-561.9-561.50.07-561.50.07GXC12-646.9-646.40.08-647.80.14GXC13-730.3-729.60.08-784.67.45GXC14-900.3-899.50.08-782.213.11GXC15-764.8-764.20.08-818.16.98GXC16-598.2-597.70.08-599.00.14GXC17-305.9-305.70.06-305.70.06GXC18-230.4-230.30.02-230.30.01HS019939.79929.90.109925.90.14HS029895.29885.40.109881.60.14HS039842.19832.30.109828.60.14HS049741.59731.70.109728.20.14HS059623.29613.40.109610.10.14HS069566.09556.20.109553.00.14HS079480.39470.60.109467.50.14HS089423.69413.80.109410.90.13HS099379.39369.50.109366.70.13HS109359.49349.40.119346.80.13HS119382.79372.30.119370.10.13HS129424.39414.80.109411.60.13HS139446.19436.70.109433.40.13HS149443.49434.00.109430.60.13HS159433.19423.80.109420.30.14HS169419.49410.10.109406.60.14HS179431.29422.00.109418.30.14HS189414.09404.90.109401.10.14HS199383.79374.70.109370.80.14HS209375.79366.70.109362.70.14HS219407.49398.50.109394.30.14HS229464.59455.50.109451.20.14HS239543.59534.50.099530.10.14HS249581.19572.00.099567.50.14HS259563.49554.40.099549.80.14HS269587.49578.40.099573.60.14HS279574.09565.00.099560.20.14HS289554.19545.20.099540.30.14HS299538.29529.30.099524.30.15HS309529.99521.00.099515.60.15HS319549.59540.50.099534.90.15HS329589.59580.50.099575.60.14HS339643.89634.80.099629.90.14HS349701.69692.50.099687.70.14HS359756.19746.90.099742.20.14HS369812.99803.60.099799.00.14HS379916.29906.70.109902.20.14HS389981.19971.50.109967.10.14HS399994.79985.00.109980.70.14HS409988.69978.80.109974.70.14XJS01672.0671.30.10671.00.15XJS02930.1929.10.11928.70.15XJS031406.71405.20.111404.60.15XJS041378.81377.40.101376.70.15XJS051301.51300.20.101299.70.14XJS061105.01103.80.111103.30.15XJS071195.01193.80.101193.30.15XJS081250.01248.70.111248.10.15XJS091384.41383.00.101382.40.15XJS10944.7943.60.11943.10.16XJS11913.2912.30.10911.90.14XJS12716.2715.50.10715.10.15XJS13943.3942.40.10941.90.15XJS141167.11165.80.111165.30.15XJS151172.01170.70.111170.20.15XJS161105.91104.80.101104.20.15XJS171159.31158.20.101157.60.15XJS181158.51157.30.101156.70.15XJS191248.11246.80.101246.20.15XJS201140.81139.50.111139.00.16XJS21945.6944.60.10944.20.14XJS22643.6643.00.10642.60.16SJS01766.5765.80.09765.50.13SJS02845.1844.40.08844.00.13SJS03930.4929.60.09929.20.13SJS041041.61040.60.091040.20.13SJS05992.8991.90.10991.50.14SJS061065.81064.90.091064.50.13SJS071042.61041.60.101041.30.13SJS081045.21044.20.091043.90.13SJS09963.6962.70.09962.30.13SJS10910.2909.40.09909.20.11SJS11575.1574.50.10574.30.14SJS121461.01459.60.091459.20.12SJS131293.01291.70.101291.30.13SJS141330.81329.60.101329.10.13SJS151401.71406.40.331399.90.13SJS161500.91487.40.901499.00.13SJS171447.41454.10.461445.50.13SJS181234.91233.80.091233.30.13SJS191099.81098.80.091098.40.13SJS201000.2999.30.09999.00.12SJS21779.1778.40.09778.10.12SJS22838.2837.40.09837.10.12SJS231030.51029.60.091029.20.12SJS241059.31058.40.091057.90.13SJS25983.0982.10.09981.70.13SJS261055.41054.40.091054.00.13SJS271060.11059.20.091058.80.13SJS281032.01031.10.091030.70.12SJS291022.81021.90.081021.50.12SJS30820.4819.70.08819.30.14SJS31754.6753.90.09753.60.13SJS321246.51245.50.081245.00.12SJS331370.71369.60.091369.00.12SJS341663.51662.10.091663.00.03SJS351845.71844.10.091882.21.97SJS362032.82031.00.091946.84.23SJS371844.91843.30.091883.62.10SJS381770.01768.40.091769.60.02SJS391669.51668.00.091667.50.12SJS401552.91551.70.081551.00.12竖向位移相对变化/mm编号理想模型GXC05误差/%GXC14误差/%01-121.8-122.00.11-121.40.3802-125.0-125.20.13-124.60.3403-116.2-116.40.16-115.80.3004-107.7-107.90.18-107.40.2405-101.2-101.30.18-101.00.1206-102.2-102.30.16-102.10.0807-92.2-92.30.11-92.30.0808-85.4-85.50.11-85.50.0809-81.1-81.20.10-81.20.0910-78.1-78.20.12-78.20.1511-77.3-96.625.03-77.40.2312-79.5-79.50.06-79.70.2813-82.0-82.00.01-82.30.3214-81.1-81.10.00-81.40.3815-81.4-81.50.03-81.80.4516-99.9-100.00.07-100.30.4317-113.1-113.20.08-113.70.5218-131.8-131.90.08-133.41.2019-148.9-149.00.07-154.63.7820-161.1-161.20.06-175.48.8921-166.2-166.20.06-197.618.9122-164.9-164.90.04-178.98.5423-156.3-156.30.02-161.73.4924-144.1-144.10.01-145.91.2625-128.7-128.60.04-129.60.7026-117.1-117.00.05-117.80.5727-103.3-103.20.09-104.00.6528-96.0-95.90.10-96.60.6329-88.8-88.70.11-89.30.6030-91.8-91.70.11-92.20.4731-88.0-87.90.12-88.30.3832-81.2-81.10.14-81.40.2833-67.5-67.30.19-67.60.2334-68.0-67.90.21-68.10.1635-84.5-84.40.18-84.60.0536-71.3-71.20.16-71.10.2237-74.0-73.90.14-73.70.3538-88.2-88.10.05-87.80.4239-102.8-102.80.03-102.30.4340-114.8-114.90.07-114.30.42通过以上分析，可以看出钢斜撑长度仅对其自身及相邻杆件的轴力有较大影响，而对其余主索的索力影响甚微，竖向位移也呈现一样的规律。由此可见，钢斜撑是典型的局部敏感性构件。相对来说，索力与内环节点竖向位移对西侧钢斜撑的敏感性要比东侧高。误差限值研究对于预应力整体张拉结构，为确保结构张拉成形态具有足够的刚度并符合设计位形，一般规定拉索的索力容许偏差最大为设计值的5%。因此需要在施工过程中，控制每根拉索的索长误差在某一限值范围内，以满足上述要求；若超过误差限值，应及时采取减小拉索安装偏差、重焊耳板等措施，以保证施工质量。由图7-3和表7-3可知，东西两侧中间部位的钢斜撑误差限值较大，特别是东侧中间部位的钢斜撑对索力误差影响较小，而与下弦索接近部位的钢斜撑误差对索力影响较大，其误差限值要小一些，也即中间部位的钢斜撑误差敏感性较低，边缘部位的钢斜撑误差敏感性较高。钢斜撑误差限值钢斜撑误差限值/mm编号最小值/mm最大值/mmGXC01-24.724.7GXC02-30.530.5GXC03-24.924.9GXC04-22.922.9GXC05-113.8113.8GXC06-75.675.6GXC07-67.567.5GXC08-35.735.7GXC09-22.622.6GXC10-12.912.9GXC11-14.714.7GXC12-20.120.1GXC13-25.825.8GXC14-30.530.5GXC15-26.326.3GXC16-19.819.8GXC17-15.815.8GXC18-14.014.0钢斜撑随机误差对结构成形态索力偏差的影响图7-4-图7-6为考虑随机索长误差影响后，结构成形态下主索索力相对于设计预应力的变化量的统计数据。图中各点数据表示的是100组计算结果中各主索索力相对变化量的最大值与最小值。由图可知，不同拉索的预应力最值都在不同程度上偏离了设计成形态预应力，其中图7-4可见环索索力相对变化量绝对值均不超过0.8%，钢斜撑长度误差对环索索力影响较小，图7-5可见下弦索索力相对变化量绝对值不超过6%，图7-6可见上弦索索力相对变化量绝对值不超过8%，均满足《索结构技术规程》(JGJ257-2012)中拉索张拉力允许偏差10%这一要求。受随机索长误差影响程度由大到小依次为上弦索、下弦索和环索。其中上弦索较敏感的是与钢斜撑对应区域，下弦索较敏感的是与钢斜撑相邻区域，环索索力整体对钢斜撑长度误差不敏感。环索索力偏差下弦索索力偏差上弦索索力偏差结论不同拉索的预应力最值都在不同程度上偏离了设计成形态预应力，环索索力相对变化量绝对值均不超过0.8%，钢斜撑长度误差对环索索力影响较小，下弦索索力相对变化量绝对值不超过6%，上弦索索力相对变化量绝对值不超过8%，均满足《索结构技术规程》(JGJ257-2012)中拉索张拉力允许偏差10%这一要求。受随机索长误差影响程度由大到小依次为上弦索、下弦索和环索。其中上弦索较敏感的是与钢斜撑对应区域，下弦索较敏感的是与钢斜撑相邻区域，环索索力整体对钢斜撑长度误差不敏感。张拉工装计算书计算方法本工程针对受力较大且处于重要位置的张拉工装，采用有限元分析软件ANSYS2020R2进行分析，为保证有限元分析的稳定性，开孔处网格划分加密且平滑，无畸形单元出现影响分析结果。有限元模型根据张拉工装受力特点及ANSYS单元的基本特征和适用范围，在连接件（LJJ）上端销轴处采用圆柱面约束（轴向径向固定，切向自由），下端在内径32mm外径50mm的圆环区域内施加沿y轴负半轴方向375kN的面荷载；在反力架（FLJ）上盖板端采用内径80mm外径145mm的圆环面固定约束，下盖板端在直径214mm的圆形中空区域内施加沿z轴负半轴方向750kN的面荷载。单元尺寸为10mm，有限元模型和边界条件及荷载施加如下图所示。材料应力-应变模型采用三折线模型，屈服准则为Von-Mises准则。材料弹性应力状态下的弹性模量E=2.06×105N/mm2；屈服后的弹性模量取初始弹性模量的3%，即E´=6180N/mm2；泊松比µ=0.3；构件的屈服强度根据《钢结构设计标准》(GB50017-2017)取值345MPa，极限强度取值510MPa，剪切模量7.9×104MPa。LJJ-75-1有限元模型LJJ-75-1边界条件及荷载施加FLJ-75-2有限元模型FLJ-75-2边界条件及荷载施加模型分析结果下图分别为张拉工装在最不利工况作用下的等效应变云图和等效应力云图。LJJ-75-1等效应变云图LJJ-75-1等效应力云图FLJ-75-2等效应变云图FLJ-75-2等效应力云图除去孔径边缘处的应力集中，其余区域应力均小于345MPa，满足设计要求。

环索胎架计算书结合现场实际情况，体育场环索胎架采用普通扣件式钢管脚手架搭设，胎架高度1.2m，平面宽度为1.6m×1.8m。具体搭设参数：（1）立杆设置立杆纵向间距800mm，横向间距600mm。（2）水平杆设置步高500mm，扫地杆离地高度不超过200mm。（3）构配件设置脚手板：脚手架底部用30~50mm脚手板垫着分摊平均压力。木方：脚手架平台上方纵向放置两根200mm高度的木枋用来协助安装索夹。安全绳和护栏：高于4m的需要设置防护栏和安全绳悬挂点。（4）剪刀撑胎架四周均设置剪刀撑，并应采用不少于2个旋转扣件固定。相交于立杆上，至中心节点距离不大于150mm。根据搭设方案，取最重环索索夹3236kg计算，并考虑两侧拉索最大重量2303kg，胎架上部荷载最大为5539kg。每根立杆承受荷载为：按算，钢管截面特性：，。承载力验算：稳定验算：按《建筑施工扣件式钢管脚手架安全技术规范》计算。计算长度：，查表得；立杆稳定性：，满足要求。图9.4-1环索胎架结构图本工程体育场的环索胎架布置与40个轴线对应，根据环索放样态曲线确定，如下图所示。图9.4-2类似工程环索胎架操作平台计算书操作平台技术参数（1）根据提升张拉设备重量、工装重量、作业人员数量以及设备和工装的几何尺寸，制作拉索作业平台。平台尺寸大小为4.0mx0.75m，考虑最多同时上5人和一些零星工器具及设备，总承重取1200kg，利用在钢构件作为支承，悬挑来实现。平台安装于耳板两侧，平台上部挂钩和立杆采用螺栓连接，短立杆均有4个螺栓孔，长立杆均有6个螺栓孔（每个立杆上至少有2个螺栓固定），可根据两个悬挑支撑件的水平高低差来调节立杆长