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襄樊汉江三桥北引桥施工图设计,襄樊,汉江,三桥北,引桥,施工图,设计
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襄樊汉江三桥北引桥施工图设计目录1 设计说明11.1 概况11.2 主要技术标准11.3 主要材料11.4 桥面铺装21.5 施工方式21.6 温度影响21.7 支座沉降21.8 设计规范及参考文献22 设计方案42.1 方案比选原则42.2 备选方案介绍42.2.1 方案一：预应力混凝土简支T梁桥42.2.2 方案二：变截面预应力混凝土连续桥42.2.3 方案三：等截面预应力混凝土连续梁桥52.3 方案比选52.4 构造布置62.4.1 桥型选择及孔径划分72.4.2 主梁截面形式与主梁高度的拟定72.4.3截面细部尺寸拟定72.4.4钢导梁尺寸拟定83 内力计算93.1 恒载内力计算93.1.1 单元划分93.1.2 毛截面几何特性113.1.3 恒载内力计算113.2 活载内力计算153.3 次内力计算203.3.1 温度次内力计算203.3.2 支座沉降次内力计算203.3.3 混凝土收缩徐变次内力计算213.4 内力组合（一）213.4.1 承载能力极限状态的内力组合213.4.2正常使用极限状态的内力组合244 预应力钢束估算及布置294.1 钢束估算294.2 钢束布置304.2.1 布置原则304.2.2 布置结果305 预应力损失及有效预应力计算325.1 预应力损失计算325.1.1 预应力筋与管道壁之间的摩擦引起的预应力损失325.1.2 锚具变形、钢筋回缩和接缝压缩引起的预应力损失325.1.3 钢筋与台座之间的温差引起的预应力损失335.1.4 混凝土弹性压缩引起的预应力损失335.1.5 预应力钢筋松弛引起的预应力损失335.1.6 混凝土收缩、徐变引起的预应力损失335.2 有效预应力计算355.3 计算结果356 钢束布置后内力计算及组合706.1 施工阶段荷载效应706.2 使用阶段荷载效应806.2.1 收缩徐变对预加力及结构重力影响效应806.2.2 其它荷载效应816.3 内力组合（二）827 强度计算与验算887.1 计算方法887.2 计算结果908 应力、变形及其他验算928.1 施工阶段应力计算与验算928.1.1 计算方法928.1.2 计算结果938.2 使用阶段应力计算与验算958.2.1 混凝土抗裂验算958.2.2 混凝土持久状况应力验算988.2.3 使用荷载作用下钢束应力计算与验算1008.3 变形计算与验算1188.3.1 计算方法1188.3.2 变形验算及预拱度设置1189 施工图设计1209.1 概述1209.2 桥型布置图1209.3 主梁一般构造图1209.4 主梁预应力钢筋图121参考文献122致谢123II1 设计说明1.1 概况襄樊汉江三桥北引桥为等截面预应力混凝土连续箱梁结构，设计应符合技术先进、安全可靠、适用耐久、经济合理的要求，同时满足美观、环境保护和可持续发展的要求。1.2 主要技术标准1、 设计荷载：公路-级；2、 设计速度：6080km/h；3、 桥梁全长：3293m，本任务长度：300m；4、 桥面总宽：17.5m；5、 横向布置：1.5m2（人行道）0.25m2（防撞栏杆）14m（行车道）；1.3 主要材料1. 混凝土主梁采用C50混凝土，墩身、承台采用C30混凝土，桩基、人行道板、栏杆采用C25混凝土。2. 预应力钢材预应力钢筋采用15标准强度为1860MPa的高强度、低松弛钢绞线，公称直径为15.24mm，公称截面积为140mm，弹性模量E=MPa。精轧螺纹钢筋，公称直径为32mm，弹性模量E=MPa。3. 普通钢筋R235、HRB335钢筋标准应符合GB13013-1991和GB1499-1998的规定。凡钢筋直径大于等于12mm者，采用HRB335热轧带肋钢筋；凡钢筋直径小于12mm者，采用R235热轧光圆钢筋。4. 钢板钢导梁选择SM400工字钢；其余采用A3钢，技术标准必须符合GB700-79的规定，选用的焊接材料应符合GB1300-77或GB981-76的要求，并与所采用的钢材材质和强度相适应。5预应力锚具采用OVM15-10、OVM15-15型连接器和OVM15-10、OVM15-15型锚具及Dywidag锚，选用的预应力锚具及其配套相关产品应符合国家标准预应力筋用锚具、夹具和连接器（GB/T14370-2000）的规定。6. 预应力管道采用预埋波纹管成型。7. 支座桥梁支座应符合公路桥梁板式橡胶支座（JT/T4-93）、公路桥盆板式橡胶支座（JT/T391-99）及球型支座技术条件（JT/T17955-2000）的有关规定。8. 伸缩缝采用D80型伸缩装置。9. 护栏桥梁内外侧都采用钢筋混凝土组合式护栏。10. 其它砂、石、水的质量要求应符合公路桥梁施工技术规范（JTJ041-89）的有关规定。1.4 桥面铺装采用厚度为10cm沥青混凝土表面处治，平均厚度为8.75cm混凝土三角垫层。1.5 施工方式采用现场浇注顶推法施工。1.6 温度影响采用上下截面温差10，反温差按正温差乘以-0.5计算。1.7 支座沉降各支座下沉1cm，进行随机组合。1.8 设计规范1.JTG B01-2003，公路工程技术标准S北京：人民交通出版社，20032.JTGD62-2004，公路钢筋砼及预应力砼桥涵设计规范S北京：人民交通出版社20043.JTGD60-2004，公路桥涵设计通用规范S北京：人民交通出版社，20044.JTGD60-1985，公路桥涵地基与基础设计规范S北京：人民交通出版社，19852 设计方案2.1 方案比选原则桥梁的设计应符合技术先进、安全可靠、适用耐久、经济合理的要求，同时应满足美观、环境保护和可持续发展的要求。2.2 备选方案介绍2.2.1 方案一：预应力混凝土简支T梁桥（1030m）图2.1 预应力混凝土简支T梁桥（1030m）立面图2.2.2 方案二：变截面预应力混凝土连续桥（60m+90m+90m+60m）图2.2 变截面预应力混凝土连续梁桥（60m+90m+90m+60m）立面图2.2.3 方案三：等截面预应力混凝土连续梁桥（650m）图2.3 等截面预应力连续梁桥（650m）立面图2.3 方案比选以上三个方案的主要优缺点比较，如下表所示，综合各方面考虑，最后选等截面预应力混凝土连续梁桥作为襄樊汉江三桥北引桥设计方案。表2-1 方案比选方案序号方案一方案二方案三方案预应力混凝土简支T梁桥变截面预应力混凝土连续梁桥等截面预应力混凝土连续梁桥经济性造价相对较低造价高造价较低适用性T形截面，构造简单，采用预制拼装的施工方法，使其工期缩短，加快建桥速度，易于保证工程质量。采用桥面连续的方式，解决了行车舒适的问题，应用比较广泛。桥面连续，行车平顺；整体刚度大、变形小；采用箱型截面，抗震能力强；且伸缩缝小。桥面连续，行车平顺；整体刚度大、变形小；采用箱型截面，抗震能力强；主桥后期营运养护费用较少，且伸缩缝小。施工工艺工厂法预制T梁，质量有保证，现场吊装形成简支体系，利于施工，明显缩短工期。采用挂篮悬臂法浇筑施工，需要将墩梁临时固结；边跨合龙采用落地支架，施工风险大；且要严格控制对称施工。采用现场浇注顶推法施工，工期较短，模板支架重复利用；顶推时需要在跨中设立临时支座，且要严格监控箱梁受力状态。保养难度方便，难度一般有一定难度方便，难度一般安全性简支梁桥受力简单，梁中只存在正弯矩，特别适合T形这种构造简单的截面形式。体系温度变化，混凝土收缩徐变，张拉预应力等均不会在梁中产生附加内力，因此结构较安全。改变一般简支梁底板受拉，跨中弯矩过大的不利受力状态，加强支点截面改善整桥受力情况，而通过应力作用点和性质的改变，优化受力机理增强混凝土构件的耐久性，较为安全。改变一般简支梁底板受拉，跨中弯矩过大的不利受力状态，而通过应力作用点和性质的改变，优化受力机理增强混凝土构件的耐久性，较为安全。美观性全桥线条简洁明快，与周围环境相协调，但桥墩数目过多，影响桥型美观。全桥曲线圆润，富有动态感，桥型美观。全桥线条简洁明快，与周围环境相协调。结论弃用弃用首选2.4 构造布置2.4.1 桥型选择及孔径划分根据具体地形情况及路线的连接，又充分考虑结构合理受力条件，采用预应力混凝土连续梁桥，跨径布置为650m，总长300m，如图2.4所示。图2.4 跨径布置示意（单位：m）本桥采用现场浇注顶推法施工，桥梁分段为12.5m+25m11+12.5m。2.4.2 主梁截面形式与主梁高度的拟定本设计采用单箱双室截面。结果表明：与单箱单室相比，由于采用了三道腹板，可使桥面板的横向跨度减半，桥面板的正弯矩减少70%左右，负弯矩可减少50%，这就大大节省了桥面板用钢量；同时，对布置钢束也比较方便，使钢束平弯角度减小，轻易下弯进入腹板内，或直接布置在腹板内避免平弯；而且，由于腹板总厚度增加，使得主拉应力和剪应力数值减小。本桥采用等高度截面形式，梁高为2.5m，高跨比2.5/50=1/20。2.4.3截面细部尺寸拟定（1）翼缘板悬臂长度本设计桥面宽为17.5m，每侧翼缘板悬臂长度取2.5m，悬臂端部取20cm，根部取55cm。（2）顶板和底板 箱形截面的顶板和底板是结构承受正负弯矩的主要工作部位。箱梁顶板厚度的选取主要考虑满足桥面横向弯矩和布置纵向预应力钢束的要求。顶板厚度取30cm，底板厚度取30cm，具体布置形式如图2.5所示。（3）腹板腹板主要用来承受结构的弯曲剪应力和扭转剪应力所引起的主拉应力。本桥在设计过程中考虑到由于偏载等因素所引起的主梁扭转，以及为了满足钢束管道的布置和混凝土浇筑的要求，腹板厚度取35cm，具体布置形式如图2.5所示。（4）横隔板共设置7道横隔板。即每个支点处设置一道厚度为200cm的横隔板，主要用来承受和分布较大支承反力及连接钢导梁。板上留有100cm100cm人孔,其四周设20cm20cm 的倒角。（5）承托承托可以提高截面的抗扭刚度和抗弯刚度，减少扭转剪应力和畸变应力，同时也为布置钢束提供了空间。腹板与底板相接处设置25cm25cm承托，腹板与顶板相接处设置75cm25cm承托。主梁横断面构造如图2.5所示。图2.5 主梁横断面构造示意（单位：cm）2.4.4钢导梁尺寸拟定使用顶推法施工的桥梁在最长悬臂状态施工阶段，即箱型梁放置在桥脚支座上之前，结构产生的内力最大。所以为了减小箱型梁施工时发生的较大的负弯矩，一般在主梁前端设置较轻的钢导梁。钢导梁的长度一般为跨度的70%左右，刚度为预应力箱型梁刚度的10%左右。确定钢导梁的刚度和长度时应根据桥梁跨度、刚度和自重选择最优的截面。钢导梁为由工字钢组成的宽4.8m、长35m、与主梁端连接处为等梁高即2.5m、远端为1.25m的钢桁架。3 内力计算3.1 恒载内力计算3.1.1 单元划分本桥在进行单元划分时，对节点位置的选定，主要从以下几个方面综合考虑：（1）构造节点。这些节点主要是根据桥梁结构本身的构造特征来确定。如支承点、纵向连接面节点、截面几何尺寸突变点。（2）非构造节点。诸如跨中点、四分点、集中恒载作用点等。其中跨中点、四分点是为了直接求得该截面的内力而选定，荷载作用点是为了保证结构至承受节点集中恒载而作为一个节点来处理。通过分析，主梁划分为120个单元，121个节点，沿桥梁中心线对称分布；钢导梁划分为14个单元，15个节点，如下页图3.1所示。图3.1 单元划分示意（单位：m）3.1.2 毛截面几何特性在进行结构内力分析时，当计算图式为超静定结构时，由于各种原因使结构的荷载内力按刚度分配，因而必须计算出各节点截面几何特性。本设计为等截面连续箱梁，故每个节点几何特性一致。所有节点上梁高H=2.5m，面积A=11.43229m，抗弯惯矩I=11.55904m4，中性轴距下远距离y=1.406138m。3.1.3 恒载内力计算主梁恒载内力，包括一期恒载（主梁自重）引起的内力和二期恒载（如桥面铺装、栏杆等）引起的内力。主梁自重是在结构逐步形成的过程中作用于桥上的，因而内力计算与施工方法有密切关系。特别对于超静定连续梁桥，在施工过程中不断发生体系转化，因此必须分阶段进行恒载内力计算。本桥从桥梁一端开始，每次施工接缝每一跨的1/4处连续施工，共分为十七个阶段，各阶段如图3.2所示。阶段1.设置制作场地、预备场地，架设辅助墩。阶段2.制作SEG1, 设置钢导梁。阶段3.顶进SEG1后，制作SEG2。阶段4.顶进SEG2后，制作SEG3。阶段5.顶进SEG3后，制作SEG4。阶段15.顶进SEG13。阶段16.完成上部结构后，拆除钢导梁。阶段17.加翼缘钢束并张拉，拆除制作场地和辅助墩，浇筑桥台翼墙。图3.2 桥梁施工程序各单元自重看作均布荷载，横隔板看作集中力作用。在进行横隔板主梁截面几何特性计算时，不考虑其对主梁截面的影响。各单元自重集度可按公式（3-1）计算 （3-1）式中：单元梁段重量（kN）；单元梁段长度（m）。横隔板作用力可按公式（3-2）计算 （3-2）式中：横隔板材料比重（kN/）； 横隔板面积（）； 横隔板厚度（m）。本桥横隔板厚2m，重728.0625kN。二期恒载主要是桥面铺装和栏杆，全桥可按均布力作用计算。二期恒载集度可按公式（3-3）计算： （3-3）式中：单侧人行道、栏杆每延米自重集度（kN/m）；桥面铺装每延米自重集度（kN/m）。本桥桥面铺装按10cm沥青混凝土、8.75cm混凝土垫层计，铺装层宽度为17.5m，单侧人行道、栏杆按每延米0.42混凝土计。=0.4225=10.5（kN/m） =(0.117.5)23+(0.087517.5)24=77（kN/m）则二期恒载集度为： =210.5+77=98（kN/m）将以上有关基本数据作用于不同施工阶段，根据相应的结构计算体系，按照结构力学方法，分别求得各施工阶段恒载内力及成桥主梁恒载内力。成桥主梁恒载内力计算结果见表3-1。表3-1 成桥主梁恒载内力一览表截面编号剪力-z (kN)弯矩-y (kNm)15（第一跨左支点）-8554.8020（第一跨1/4）-2786.4665786.425（第一跨跨中）2011.1370632.1830（第一跨3/4）6808.7215508.0735（第一跨右支点）12091.69-99828.6235（第二跨左支点）-10599.13-99828.6240（第二跨1/4）-5316.16-3148.9245（第二跨跨中）-518.5733318.250（第二跨3/4）4279.029815.4455（第二跨右支点）9561.98-73899.955（第三跨左支点）-9911.52-73899.960（第三跨1/4）-4628.5614184.6965（第三跨跨中）169.0342056.7170（第三跨3/4）4966.629958.8575（第三跨右支点）10249.59-82351.5975（第四跨左支点）-10243.15-82351.5980（第四跨1/4）-4960.189878.2985（第四跨跨中）-162.5941895.5990（第四跨3/4）463513943.0295（第四跨右支点）9917.97-74222.1395（第五跨左支点）-9562.72-74222.13100（第五跨1/4）-4279.759502.39105（第五跨跨中）517.8433014.34110（第五跨3/4）5315.43-3443.6115（第五跨右支点）10598.4-100114.12115（第六跨左支点）-12097.4-100114.12120（第六跨1/4）-6814.4315293.95125（第六跨跨中）-2016.8470489.43130（第六跨3/4）2780.7565715.04135（第六跨右支点）8549.090图3.3 成桥主梁恒载弯矩图（单位：kNm）图3.4 成桥主梁恒载剪力图（单位：kN）3.2 活载内力计算本桥计算时应用主梁内力影响线，按最不利位置在内力影响线上加载，即可求得主梁最大、最小活载内力。根据通规表4.3.1-3，当桥面行车道宽度大于等于14m且小于21m时，按四车道布载，汽车荷载横向折减系数取0.67、纵向折减系数取1。同时考虑汽车偏载作用及箱梁扭转作用，将荷载内力提高15%，因而汽车荷载横向分布系数为：m=40.671.151=3.082。人群荷载横向分布系数取1。连续梁桥结构基频f可按公式（3-4）、（3-5）计算： （3-4） （3-5）式中：结构的计算跨径（m）；结构材料的弹性模量（N/m2）；结构跨中截面的截面惯矩（m4）；结构跨中处的单位长度质量（Kg/m），当换算为重力计算时，其单位应为（Ns/m）； 结构跨中处延米结构重力（N/m）；重力加速度，取9.81m/s。本桥=50m, E=3.451010N/m,=11.55904m4,=2.9164104Ns2/m2，则 当1.5Hzf14Hz时，=0.1767Inf-0.0157则：1=0.1767In3.20536-0.0157=0.1902=0.1767In5.56771-0.0157=0.288对于正弯矩效应和剪力效应，1+=1+0.190=1.190对于负弯矩效应，1+=1+0.288=1.288为方便起见，本桥在计算冲击系数偏安全地统一取较大值，即1.288。活载内力计算结果见表3-2、3-3；各包络图见图3.5、3.6、3.7、3.8。表3-2 汽车荷载内力一览表截面编号剪力-z (kN)弯矩-y (kNm)最大最小最大最小15（第一跨左支点）224.35-2448.10020（第一跨1/4）667.59-1549.9119166.28-2754.8425（第一跨跨中）1341.06-834.6722863.86-5509.6730（第一跨3/4）2065.41-322.9213477.26-8264.5135（第一跨右支点）2772.1-56.052543.91-19255.1635（第二跨左支点）293.46-2728.572543.91-19255.1640（第二跨1/4）534.43-1943.8212513.91-9922.4745（第二跨跨中）1156.91-1188.5619137.92-7373.7650（第二跨3/4）1912.75-575.8212963.34-8475.5855（第二跨右支点）2685.93-385.534540.96-17240.555（第三跨左支点）338.54-2705.624540.96-17240.560（第三跨1/4）567.19-1927.7313179.24-8278.0165（第三跨跨中）1186.59-1170.0419470.44-6505.170（第三跨3/4）1944.31-551.2212978.38-8448.0475（第三跨右支点）2721.52-325.423930.4-17622.8575（第四跨左支点）325.47-2721.593930.4-17622.8580（第四跨1/4）551.24-1944.3812978.49-8447.4585（第四跨跨中）1170.06-1186.6719472.02-6505.6990（第四跨3/4）1927.74-567.2713182.25-8279.7895（第四跨右支点）2705.64-338.614548.73-17242.6495（第五跨左支点）386.41-2686.024548.73-17242.64100（第五跨1/4）576.09-1912.9212963.84-8476.91105（第五跨跨中）1188.7-1157.1319142.22-7387.51110（第五跨3/4）1943.92-534.5812521.69-9947.69115（第五跨右支点）2728.8-293.382540.91-19283.8115（第六跨左支点）55.98-2772.292540.91-19283.8120（第六跨1/4）322.56-2065.8613455.31-8254.77125（第六跨跨中）834.07-1341.522846.88-5503.18130（第六跨3/4）1549.35-667.7819159.29-2751.59135（第六跨右支点）2447.76-224.0900表3-3 人群荷载内力一览表截面编号剪力-z (kN)弯矩-y (kNm)最大最小最大最小15（第一跨左支点）23.46-201.790020（第一跨1/4）41.03-106.871819.3-293.225（第一跨跨中）92.4-45.742232.36-586.430（第一跨3/4）173.5-14.331239.17-879.635（第一跨右支点）277.51-5.85292.39-2625.4735（第二跨左支点）30.62-267.34292.39-2625.4740（第二跨1/4）42.31-166.531011.78-1088.9945（第二跨跨中）83.05-94.771790.12-1017.750（第二跨3/4）156.02-55.241162.2-946.4255（第二跨右支点）257.37-44.09677.66-2424.7555（第三跨左支点）40.59-261.97677.66-2424.7560（第三跨1/4）51.92-160.811212.11-894.9865（第三跨跨中）92.02-88.41893.09-917.9970（第三跨3/4）164.49-48.381167.82-94175（第三跨右支点）265.69-37.08593.53-2521.2475（第四跨左支点）37.08-265.71593.53-2521.2480（第四跨1/4）48.39-164.511167.83-940.8685（第四跨跨中）88.41-92.031893.43-918.0390（第四跨3/4）160.82-51.941212.77-895.1995（第四跨右支点）261.98-40.6678.48-2424.9795（第五跨左支点）44.18-257.39678.48-2424.97100（第五跨1/4）55.32-156.041162.26-946.66105（第五跨跨中）94.84-83.061790.62-1019.18110（第五跨3/4）166.59-42.311012.73-1091.7115（第五跨右支点）267.39-30.61292.04-2627.66115（第六跨左支点）5.84-277.55292.04-2627.66120（第六跨1/4）14.32-173.531236.21-878.55125（第六跨跨中）45.7-92.412230.39-585.7130（第六跨3/4）106.8-41.021818.32-292.85135（第六跨右支点）201.72-23.4300图3.5 汽车荷载弯矩包络图（单位：kNm）图3.6 汽车荷载剪力包络图（单位：kN）图3.7 人群荷载弯矩包络图（单位：kNm）图3.8 人群荷载剪力包络图（单位：kN）3.3 次内力计算3.3.1 温度次内力计算桥梁是暴露在大气中的结构，温度变化将对桥梁产生影响。对于连续梁桥，年度温差影响只引起结构的均匀伸缩，决定伸缩装置的选取，并不导致结构内温度次内力。本桥在设计上按上下温差+10考虑。局部温差（主要指日照温差）将导致结构次内力，计算结果见表3-4。3.3.2 支座沉降次内力计算由于墩台基础的沉降或人工调整支座位移都可能使连续梁桥产生次内力。本桥在计算过程中，根据墩台基础地质情况并考虑施工因素，按各支座随机沉降1cm考虑，计算结果见表3-4。表3-4 温度、不均匀沉降次内力一览表截面编号温度梯度 支座沉降Max支座沉降Min剪力-z (kN)弯矩-y (kNm)剪力-z (kN)弯矩-y (kNm)剪力-z (kN)弯矩-y (kNm)15（第一跨左支点）-418.480139.260-139.26020（第一跨1/4）-418.485230.97139.261740.72-139.26-1740.7225（第一跨跨中）-418.4810461.93139.263481.44-139.26-3481.4430（第一跨3/4）-418.4815692.9139.265222.15-139.26-5222.1535（第一跨右支点）-418.4820923.87139.266962.87-139.26-6962.8735（第二跨左支点）107.5420923.87312.416962.87-312.41-6962.8740（第二跨1/4）107.5419579.58312.413473.46-312.41-3473.4645（第二跨跨中）107.5418235.29312.412729.82-312.41-2729.8250（第二跨3/4）107.5416891312.414915.8-312.41-4915.855（第二跨右支点）107.5415546.71312.418657.85-312.41-8657.8655（第三跨左支点）-33.0415546.71352.778657.85-352.77-8657.8660（第三跨1/4）-33.0415959.72352.774595.39-352.77-4595.3965（第三跨跨中）-33.0416372.72352.773213.82-352.77-3213.8270（第三跨3/4）-33.0416785.73352.774866.28-352.77-4866.2875（第三跨右支点）-33.0417198.74352.778980.75-352.77-8980.7575（第四跨左支点）32.9217198.74352.738980.75-352.73-8980.7580（第四跨1/4）32.9216787.19352.734866.61-352.73-4866.6185（第四跨跨中）32.9216375.64352.733213.38-352.73-3213.3890（第四跨3/4）32.9215964.1352.734594.06-352.73-4594.0695（第四跨右支点）32.9215552.55352.738655.91-352.73-8655.9195（第五跨左支点）-106.9315552.55312.218655.91-312.21-8655.91100（第五跨1/4）-106.9316889.18312.214916.21-312.21-4916.21105（第五跨跨中）-106.9318225.81312.212729.19-312.21-2729.19110（第五跨3/4）-106.9319562.43312.213468.87-312.21-3468.87115（第五跨右支点）-106.9320899.06312.216954.62-312.21-6954.62115（第六跨左支点）417.9820899.06139.096954.62-139.09-6954.62120（第六跨1/4）417.9815674.3139.095215.96-139.09-5215.96125（第六跨跨中）417.9810449.53139.093477.31-139.09-3477.31130（第六跨3/4）417.985224.77139.091738.65-139.09-1738.65135（第六跨右支点）417.980139.090-139.0903.3.3 混凝土收缩徐变次内力计算混凝土的收缩、徐变与混凝土的组成材料及其配合比、周围环境的温度、湿度、构件截面形式与混凝土养生条件以及混凝土的龄期有关。每个阶段施工周期按10d考虑,每个单元混凝土加载龄期为28d，混凝土收缩徐变总天数为3650d。在估算预应力配筋时不计结构的收缩徐变。3.4 内力组合（一）在钢束估算时一般按承载能力极限状态和正常使用极限状态分别进行估算，由于不考虑预应力束作用，截面几何性质均按毛截面计算。3.4.1 承载能力极限状态的内力组合公路桥涵结构按承载能力极限状态设计时，应采用以下两种作用效应组合：基本组合和偶然组合，由于本设计不考虑偶然作用的影响，故只采用基本组合。基本组合是永久作用的设计值效应与可变作用设计值效应相组合，其效应组合表达式为： （3-6）或 （3-7）式中：承载能力极限状态下作用基本组合的效应组合设计值；结构重要性系数，按通规表1.0.9规定的结构设计安全等级采用，对应于设计安全等级一级、二级和三级分别取1.1、1.0和0.9。本设计取=1.0；第个永久作用效应的分项系数，应按通规表4.1.6的规定采用；、第个永久作用效应的标准值和设计值；汽车荷载效应（含汽车冲击力、离心力）的分项系数，取=1.4。当某个可变作用在效应组合中其值超过汽车荷载效应时，则该作用取代汽车荷载，其分项系数应采用汽车荷载的分项系数；、汽车荷载效应（含汽车冲击力、离心力）的标准值和设计值；在作用效应组合中除汽车荷载效应（含汽车冲击力、离心力）、风荷载外的其他第个可变作用效应的分项系数，取=1.4，但风荷载的分项系数取=1.1；、在作用效应组合中除汽车荷载效应（含汽车冲击力、离心力）外的其他第个可变作用效应的标准值和设计值；在作用效应组合中除汽车荷载效应（含汽车冲击力、离心力）外的其他可变作用效应的组合系数，当永久作用与汽车荷载和人群荷载（或其他一种可变作用）组合时，人群荷载（或其他一种可变作用）的组合系数取=0.80；当除汽车荷载效应（含汽车冲击力、离心力）外尚有两种其他可变作用参与组合时，其组合系数取=0.70；尚有三种可变作用参与组合时，其组合系数取=0.60；尚有四种及多于四种的可变作用参与组合时，取=0.50。3-5 承载能力极限状态内力组合（一）截面编号剪力-z (kN)弯矩-y (kNm)Max MinMaxMin15（第一跨左支点）-10298.4-14399.830020（第一跨1/4）-2738.64-6127.34113921.7279421.1825（第一跨跨中）4011.67691.01131680.3785713.6130（第一跨3/4）10862.347195.3457779.1920042.1835（第一跨右支点）18293.213916.84-90497.04-130838.135（第二跨左支点）-11933.48-16768.73-90497.04-130838.140（第二跨1/4）-5245.09-9231.7336081.58-861.5645（第二跨跨中）1423.4-2346.9287151.3844553.5350（第二跨3/4）8310.194306.7648425.9611429.2255（第二跨右支点）15831.5310923.65-64782.93-106975.1755（第三跨左支点）-11244.75-16155.85-64782.93-106975.1760（第三跨1/4）-4573.96-8628.152017.6515317.1665（第三跨跨中）2089.59-1739.2894761.2652426.8370（第三跨3/4）8978.534923.4147783.3310853.4375（第三跨右支点）16505.3611590.17-73648.99-115856.7875（第四跨左支点）-11596.15-16511.51-73648.99-115856.7880（第四跨1/4）-4929.44-8984.6847859.2410929.7985（第四跨跨中）1733.24-2095.7594914.7152577.3290（第四跨3/4）8622.064567.8152248.5515541.8595（第四跨右支点）16149.8111238.61-64469.94-106675.1595（第五跨左支点）-10805.04-15714.19-64469.94-106675.15100（第五跨1/4）-4189.01-8192.9647261.7310261.74105（第五跨跨中）2464.49-1306.2284524.9341900.51110（第五跨3/4）9349.235362.3831991.01-4997.35115（第五跨右支点）16886.412051.1-96073.28-136443.79115（第六跨左支点）-14028.38-18404.78-96073.28-136443.79120（第六跨1/4）-7307.3-10974.2653566.7915884.25125（第六跨跨中）-803.33-4123.56128868.8382941.66130（第六跨3/4）6015.052627.13112518.0578035.21135（第六跨右支点）14287.8510187.5300弯矩包络图（单位：kNm）剪力包络图（单位：kN）图3.9 承载能力极限状态内力包络图3.4.2正常使用极限状态的内力组合公路桥涵结构按正常使用极限状态设计时，应根据不同的设计要求，采用以下两种效应组合：（1）作用短期效应组合永久作用标准值效应与可变作用频遇值效应相组合，其效应组合表达式为： （3-8）式中：作用短期效应组合设计值；第个可变作用效应的频遇值系数，汽车荷载（不计冲击力）=0.7，人群荷载=1.0，风荷载=0.75，温度梯度作用=0.8，其他作用=1.0；第个可变作用效应的频遇值。表3-6 正常使用极限状态短期效应内力组合截面编号剪力-z (kN)弯矩-y (kNm)MaxMinMaxMin15（第一跨左支点）-8624.15-10699.850020（第一跨1/4）-2577.52-4308.2785170.4266682.4825（第一跨跨中）2667.57971.1598895.2772424.3330（第一跨3/4）7972.326101.1643547.8818196.335（第一跨右支点）13774.9811549.59-72875.47-102541.2835（第二跨左支点）-9914.42-12614.76-72875.47-102541.2840（第二跨1/4）-4478.02-6769.3924785.222540.4545（第二跨跨中）726.45-1455.7963069.9439208.350（第二跨3/4）6041.593741.7435379.9910829.4155（第二跨右支点）11880.79147.78-52145.22-85375.1955（第三跨左支点）-9354.12-12152.8-52145.22-85375.1960（第三跨1/4）-3925.33-6311.1237930.9914011.9665（第三跨跨中）1276.69-995.4569241.544723.9770（第三跨3/4）6592.444206.1634690.7910246.3975（第三跨右支点）12433.769633.24-58962.9-92716.875（第四跨左支点）-9640.56-12441.1-58962.9-92716.880（第四跨1/4）-4213.49-6599.7834782.6110337.9685（第四跨跨中）988.11-1284.0369425.1544906.8590（第四跨3/4）6303.783917.9938206.3414286.395（第四跨右支点）12145.469346.79-51776.1-85009.0695（第五跨左支点）-9029.94-11763.14-51776.1-85009.06100（第五跨1/4）-3624.27-5924.0834278.59725.72105（第五跨跨中）1573.18-608.9560502.1636629.2110（第五跨3/4）6886.754595.5720748.07-1510.6115（第五跨右支点）12732.1810032.12-78391.85-108058.08115（第六跨左支点）-11659.92-13885.09-78391.85-108058.08120（第六跨1/4）-6211.67-8082.5739396.3214079.76125（第六跨跨中）-1081.83-2777.7996126.1969679.97130（第六跨3/4）4197.592467.4783786.7765310.31135（第六跨右支点）10589.298514.3800弯矩包络图（单位：kNm）剪力包络图（单位：kN）图3.10 正常使用极限状态短期效应组合内力包络图（2）作用长期效应组合永久作用标准值效应与可变作用准永久值效应相组合，其效应组合表达式为： （3-9）式中： 作用长期效应组合设计值；第个可变作用效应的准永久值系数，汽车荷载（不计冲击力）=0.4，人群荷载=0.4，风荷载=0.75，温度梯度作用=0.8，其他作用=1.0；第个可变作用效应的准永久值。表3-7 正常使用极限状态长期效应内力组合截面编号剪力-z (kN)弯矩-y (kNm)MaxMinMaxMin15（第一跨左支点）-8694.78-9961.610020（第一跨1/4）-2770.44-3853.4279247.0267552.8925（第一跨跨中）2274.051209.0291791.8874165.1630（第一跨3/4）7347.536191.1739406.7620807.5435（第一跨右支点）12909.6211567.22-73692.22-96111.7835（第二跨左支点）-10006.77-11766.49-73692.22-96111.7840（第二跨1/4）-4638.13-6179.4421023.395695.345（第二跨跨中）384.96-1099.357171.241677.8450（第二跨3/4）5465.783920.0431414.6113533.9555（第二跨右支点）11049.159271.42-53696.59-79574.0155（第三跨左支点）-9463.82-11313.53-53696.59-79574.0160（第三跨1/4）-4099.47-5728.6533881.2416635.8465（第三跨跨中）922.34-647.4463197.1546914.6970（第三跨3/4）6003.594374.1530718.2412940.7475（第三跨右支点）11588.259737.53-60309.87-86761.3475（第四跨左支点）-9744.86-11595.56-60309.87-86761.3480（第四跨1/4）-4381.49-6010.8930810.0313032.0885（第四跨跨中）640.09-929.6563380.247097.7590（第四跨3/4）5721.34092.1634155.4416910.7495（第四跨右支点）11306.199456.52-53329.92-79207.2195（第五跨左支点）-9153.86-10931.56-53329.92-79207.21100（第五跨1/4）-3802.69-5348.2130312.9712430.75105（第五跨跨中）1216.61-267.454602.0439103.1110（第五跨3/4）6296.734755.7216983.711652.23115（第五跨右支点）11883.8210124.44-79207.63-101620.03115（第六跨左支点）-11677.53-13019.66-79207.63-101620.03120（第六跨1/4）-6301.58-7457.6535262.5116687.92125（第六跨跨中）-1319.52-2384.1689028.2671418.75130（第六跨3/4）3742.922660.4377865.7266179.69135（第六跨右支点）9851.188584.9300弯矩包络图（单位：kNm）剪力包络图（单位：kN）图3.11 正常使用极限状态长期效应组合内力包络图4 预应力钢束估算及布置4.1 钢束估算预应力混凝土连续梁应满足使用荷载下的正截面抗裂要求、正截面压应力要求和承载能力极限状态下的正截面强度要求。因此，预应力筋的数量可从这三个方面综合评定。本设计预应力筋拟采用标准强度为1860MPa的1515高强度、低松弛钢绞线，15公称截面积为140mm，估算结果见表4-1。表4-1 截面预应力钢束估算一览表截面编号承载能力极限状态正常使用极限状态左上缘预应力筋束数左下缘预应力筋束数右上缘预应力筋束数右下缘预应力筋束数左上缘预应力筋束数左下缘预应力筋束数右上缘预应力筋束数右下缘预应力筋束数1（支点）000000006（1/4跨）011012080811（跨中）014013090916（3/4跨）0405020321（支点）15015011011026（1/4跨）0202010031（跨中）0808050536（3/4跨）0403020241（支点）110120808046（1/4跨）0404020351（跨中）0909060656（3/4跨）0304020261（支点）130120909066（1/4跨）0403020271（跨中）0909060676（3/4跨）0404030281（支点）110120808086（1/4跨）0304020291（跨中）0808050596（3/4跨）02020001101（支点）150150110110106（1/4跨）05040302111（跨中）0130140909116（3/4跨）0120110808121（支点）000000004.2 钢束布置4.2.1 布置原则连续梁预应力筋束的配置除满足桥规构造要求外，还应考虑以下原则：（1）应选择适当的预应力束筋的型式与锚具型式，对不同跨径的梁桥结构，要选用预加力大小恰当的预应力束筋，以达到合理的布置型式。避免造成因预应力束筋与锚具型式选择不当，而使结构构造尺寸加大。当预应力束筋选择过大，每束的预加力不大，造成大跨结构中布束过多，而构造尺寸限制布置不下时，则要求增大截面。反之，在跨径不大的结构中，如选择预加力很大的单根束筋，也可能使结构受力过于集中而不利。（2）预应力束筋的布置要考虑施工的方便，也不能像钢筋混凝土结构中任意切断钢筋那样去切断预应力束筋，而导致在结构中布置过多的锚具。由于每根束筋都是一巨大的集中力，这样锚下应力区受力较复杂，因而必须在构造上加以保证，为此常导致结构构造复杂，而使施工不便。（3）预应力束筋的布置，既要符合结构受力的要求，又要注意在超静定结构体系中避免引起过大的结构次内力。（4）预应力束筋配置，应考虑材料经济指标的先进性，这往往与桥梁体系、构造尺寸、施工方法的选择都有密切关系。（5）预应力束筋应避免使用多次反向曲率的连续束，因为这会引起很大的摩阻损失，降低预应力束筋的效益。（6）预应力束筋的布置，不但要考虑结构在使用阶段的弹性受力状态的需要，而且也要考虑到结构在破坏阶段时的需要。4.2.2 布置结果根据钢束估算值，同时考虑实际情况，为了方便施工、减小平弯、满足抗弯和抗剪要求，全桥各截面均布置顶板束18束，底板束12束，腹板束18束；并在从左至右第一、三、五、七个支点上布置顶板束12束，在第二、四、六个支点处布置顶板束16束，在第一、六跨跨中布置底板束16束，其余跨跨中布置底板束12束，最后为加强边跨在两端边跨各增加6束腹板束。预应力筋均采用1515的钢绞线，其中边跨钢束布置如图4.1、4.2所示，其余请参考后附图纸。图4.1 钢束立面布置（单位：cm）（a）跨中截面（b）支点截面图4.2 钢束横断面布置（单位：cm）5 预应力损失及有效预应力计算5.1 预应力损失计算根据桥规第6.2.1条规定，预应力混凝土构件在正常使用极限状态计算中，应考虑由下列因素引起的预应力损失：预应力钢筋与管道壁之间的摩擦 锚具变形、钢筋回缩和接缝压缩 预应力钢筋与台座之间的温差 混凝土的弹性压缩 预应力钢筋的应力松弛 混凝土的收缩和徐变 5.1.1 预应力筋与管道壁之间的摩擦引起的预应力损失 （5-1）式中：预应力钢筋锚下的张拉控制应力（MPa）；预应力钢筋与管道壁的摩擦系数，按桥规表6.2.2采用，本设计采用预埋塑料波纹管，取0.17； 从张拉端至计算截面曲线管道部分切线的夹角之和（）；管道每米局部偏差对摩擦的影响系数，按桥规表6.2.2采用，本设计 取0.0015；从张拉端至计算截面的管道长度，可近似地取该段管道在构件纵轴上的投影长度（）。5.1.2 锚具变形、钢筋回缩和接缝压缩引起的预应力损失 （5-2）式中： 张拉端锚具变形、钢筋回缩和接缝压缩值（），按桥规（JTG D62-2004）表6.2.3采用； 预应力钢筋的有效长度（）。5.1.3 钢筋与台座之间的温差引起的预应力损失本设计为后张法预应力混凝土构件，可不考虑此项引起的预应力损失。5.1.4 混凝土弹性压缩引起的预应力损失由于后张法构件预应力钢筋的根数往往较多，一般采用分批张拉锚固并且多数情况是采用逐束进行张拉锚固的。这样，当张拉后批钢筋时所产生的混凝土弹性压缩变形将使先批已张拉并锚固的预应力钢筋产生预应力损失，可按下式计算：2 （5-3）式中：在计算截面先张拉的钢筋重心处，由后张拉各批钢筋产生的混凝土法向应力（MPa）；预应力钢筋弹性模量与混凝土弹性模量的比值。5.1.5 预应力钢筋松弛引起的预应力损失 （5-4）式中：张拉系数，对于本设计，采用超张拉，取；钢筋松弛系数，对于低松弛钢绞线，取；传力锚固时的钢筋应力，。5.1.6 混凝土收缩、徐变引起的构件受拉区和受压区预应力钢筋的预应力损失 （5-5） （5-6），式中: 、构件受拉区、受压区全部纵向钢筋截面重心处由混凝土收缩、徐变引起的预应力损失；、构件受拉区、受压区全部纵向钢筋截面重心处由预应力产生的混凝土法向压应力（MPa）；预应力钢筋的弹性模量；预应力钢筋弹性模量与混凝土弹性模量的比值；、构件受拉区、受压区全部纵向钢筋配筋率；构件截面面积，对后张法构件，取净截面面积；截面回转半径，对后张法构件，取净截面惯性矩和面积；、构件受拉区、受压区预应力钢筋截面重心至构件截面重心的距离；、构件受拉区、受压区纵向普通钢筋截面重心至构件截面重心的距离；、构件受拉区、受压区预应力钢筋和普通钢筋截面重心至构件截面重心轴的距离；预应力钢筋传力锚固龄期为，计算考虑的龄期为时的混凝土收缩徐变，其终极值可按桥规表6.2.7取用；加载龄期为，计算考虑的龄期为时的徐变系数，其终极值可按桥规表6.2.7取用。在实际计算过程中，采用电算程序计算。为了编程方便，对钢束做了相应的模型处理，即把钢束沿水平面上的投影长度30等分，采用多次叠代方法求出每个等分点处的预应力损失值。对于逐孔施工连续梁桥来讲，由于分阶段施工，后一阶段将对前一阶段产生影响，因而在钢束预应力损失计算时应与施工过程对应，分阶段进行计算。5.2 有效预应力计算进行有效预应力计算时本设计突破了一般常规算法，同计算预应力损失一样，也是分阶段进行计算，各阶段有效预应力值为张拉控制应力减去前几个阶段预应力损失累计值。这样为进行各施工阶段验算提供了较为确切的基本数据，也增加了计算结果可靠性。使用阶段永存预应力为最后一个施工阶段有效预应力减去使用阶段松弛、收缩徐变损失。5.3 计算结果为了节省篇幅，本设计仅以钢束“顶-TG01”为代表列出各阶段节点详细计算结果，其余钢束均做了计算，方法相同，结果从略。钢束张拉控制应力为1360MPa，钢束“顶-TG01”各阶段预应力损失及有效预应力计算结果见表5-1。表5-1（1） 钢束“顶-TG01”第1施工阶段各项预应力损失节点应力 (考虑瞬间损失) : A (MPa)弹性变形损失: B (MPa)比值 (A+B)/A徐变/收缩损失 (MPa)松弛损失 (MPa)应力(考虑所有损失)/ 应力(考虑瞬间损失)端部有效钢束数151201.0000 0.0000 10.0000 0.0000 1.0000 10161189.4668 0.0000 10.0000 0.0000 1.0000 10171169.1535 0.0000 10.0000 0.0000 1.0000 10181148.5022 0.0000 10.0000 0.0000 1.0000 10191127.5074 0.0000 10.0000 0.0000 1.0000 10201106.1633 0.0000 10.0000 0.0000 1.0000 10表5-1（2） 钢束“顶-TG01”第2施工阶段各项预应力损失节点应力 (考虑瞬间损失) : A (MPa)弹性变形损失: B (MPa)比值 (A+B)/A徐变/收缩损失 (MPa)松弛损失 (MPa)应力(考虑所有损失)/ 应力(考虑瞬间损失)端部有效钢束数151119.8091 -8.6012 0.9923-8.9758 -9.6451 0.9757 18161120.9314 -7.7518 0.9931-8.9940 -9.1460 0.9769 18171117.3011 -6.9359 0.9938-8.5404 -8.2860 0.9787 18181113.6104 -6.0855 0.9945-7.7760 -7.4368 0.9809 18191109.8583 -6.2265 0.9944-7.5561 -6.5993 0.9816 18201105.8946 0.0000 10.0000 0.0000 1.0000 8211124.2932 0.0000 10.0000 0.0000 1.0000 8221142.9979 0.0000 10.0000 0.0000 1.0000 8231162.0138 0.0000 10.0000 0.0000 1.0000 8241181.3461 0.0000 10.0000 0.0000 1.0000 8251201.0000 0.0000 10.0000 0.0000 1.0000 8261189.4668 0.0000 10.0000 0.0000 1.0000 8271169.1535 0.0000 10.0000 0.0000 1.0000 8281148.5022 0.0000 10.0000 0.0000 1.0000 8291127.5074 0.0000 10.0000 0.0000 1.0000 8301106.1633 0.0000 10.0000 0.0000 1.0000 8表5-1（3） 钢束“顶-TG01”第3施工阶段各项预应力损失节点应力 (考虑瞬间损失) : A (MPa)弹性变形损失: B (MPa)比值 (A+B)/A徐变/收缩损失 (MPa)松弛损失 (MPa)应力(考虑所有损失)/ 应力(考虑瞬间损失)端部有效钢束数151119.8091 -4.3899 0.9961-17.8538 -14.1431 0.9675 18161120.9314 -2.6978 0.9976-17.1440 -13.9728 0.9698 18171117.3011 -5.1309 0.9954-17.3526 -13.3746 0.9679 18181113.6104 -7.5098 0.9933-17.0867 -12.8121 0.9664 18191109.8583 -9.1989 0.9917-16.5853 -12.2874 0.9657 18201012.4426 -9.2734 0.9908-3.6470 -4.6116 0.9827 18211029.2865 -8.2967 0.9919-3.0930 -5.1787 0.9839 18221046.4106 -7.3860 0.9929-2.3337 -5.7717 0.9852 18231063.8196 -9.5219 0.991-3.3331 -6.3916 0.9819 18241081.5182 -11.6858 0.9892-4.1275 -7.0394 0.9789 18251099.5113 -11.3475 0.9897-4.7518 -7.7161 0.9783 18261103.7975 -11.0687 0.99-5.0523 -7.3168 0.9788 18271104.3380 -10.7412 0.9903-5.1142 -6.6288 0.9796 18281104.8875 -10.4369 0.9906-4.9687 -5.9494 0.9807 18291105.4461 -10.9541 0.9901-5.1985 -5.2795 0.9806 18301105.8946 0.0000 10.0000 0.0000 1.0000 10311124.2932 0.0000 10.0000 0.0000 1.0000 10321142.9979 0.0000 10.0000 0.0000 1.0000 10331162.0138 0.0000 10.0000 0.0000 1.0000 10341181.3461 0.0000 10.0000 0.0000 1.0000 10351201.0000 0.0000 10.0000 0.0000 1.0000 10361189.4668 0.0000 10.0000 0.0000 1.0000 10371169.1535 0.0000 10.0000 0.0000 1.0000 10381148.5022 0.0000 10.0000 0.0000 1.0000 10391127.5074 0.0000 10.0000 0.0000 1.0000 10401106.1633 0.0000 10.0000 0.0000 1.0000 10表5-1（4） 钢束“顶-TG01”第4施工阶段各项预应力损失及有效预应力节点应力 (考虑瞬间损失) : A (MPa)弹性变形损失: B (MPa)比值 (A+B)/A徐变/收缩损失 (MPa)松弛损失 (MPa)应力(考虑所有损失)/ 应力(考虑瞬间损失)端部有效钢束数151119.8091 -18.5057 0.9835-28.0270 -17.0319 0.9432 18161120.9314 -18.3124 0.9837-27.8041 -16.8499 0.9438 18171117.3011 -18.1925 0.9837-27.3216 -16.1567 0.9448 18181113.6104 -17.9634 0.9839-26.2444 -15.5073 0.9464 18191109.8583 -17.1713 0.9845-24.8996 -14.9043 0.9487 18201012.4426 -14.5874 0.9856-17.9606 -5.9562 0.9620 18211029.2865 -11.0961 0.9892-16.4390 -7.1067 0.9663 18221046.4106 -7.6481 0.9927-14.6077 -8.3116 0.9708 18231063.8196 -0.6849 0.9994-11.9339 -9.5730 0.9791 18241081.5182 6.2518 1.0058-8.9492 -10.8930 0.9874 18251099.5113 15.6869 1.0143-5.7067 -12.2740 0.9979 18261103.7975 25.0534 1.0227-1.9799 -12.3408 1.0097 18271104.3380 19.4857 1.0176-5.4148 -12.0750 1.0018 18281104.8875 13.8973 1.0126-8.5372 -11.8478 0.9941 18291105.4461 10.3109 1.0093-11.2449 -11.6612 0.9886 18301031.1330 2.4737 1.0024-4.5630 -5.7645 0.9924 18311048.2878 0.5466 1.0005-6.1138 -6.4734 0.9885 18321065.7281 -1.3707 0.9987-7.3877 -7.2147 0.9850 18331083.4585 -3.2978 0.997-8.3961 -7.9895 0.9818 18341101.4838 -5.2367 0.9952-9.1379 -8.7992 0.9790 18351119.8091 -5.0563 0.9955-9.6789 -9.6451 0.9782 18361120.9314 -4.8992 0.9956-9.7767 -9.1460 0.9787 18371117.3011 -4.7464 0.9958-9.5479 -8.2860 0.9798 18381113.6104 -4.5933 0.9959-9.0423 -7.4368 0.9811 18391109.8583 -4.2231 0.9962-8.2608 -6.5993 0.9828 18401105.8946 0.0000 10.0000 0.0000 1.0000 8411124.2932 0.0000 10.0000 0.0000 1.0000 8421142.9979 0.0000 10.0000 0.0000 1.0000 8431162.0138 0.0000 10.0000 0.0000 1.0000 8441181.3461 0.0000 10.0000 0.0000 1.0000 8451201.0000 0.0000 10.0000 0.0000 1.0000 8461189.4668 0.0000 10.0000 0.0000 1.0000 8471169.1535 0.0000 10.0000 0.0000 1.0000 8481148.5022 0.0000 10.0000 0.0000 1.0000 8491127.5074 0.0000 10.0000 0.0000 1.0000 8501106.1633 0.0000 10.0000 0.0000 1.0000 8表5-1（5） 钢束“顶-TG01”第5施工阶段各项预应力损失及有效预应力节点应力 (考虑瞬间损失) : A (MPa)弹性变形损失: B (MPa)比值 (A+B)/A徐变/收缩损失 (MPa)松弛损失 (MPa)应力(考虑所有损失)/ 应力(考虑瞬间损失)端部有效钢束数151119.8091 -3.9923 0.9964-26.6022 -18.3435 0.9563 18161120.9314 -2.3005 0.9979-25.8141 -18.2314 0.9587 18171117.3011 -9.2694 0.9917-28.1185 -17.5838 0.9508 18181113.6104 -16.1185 0.9855-29.7467 -16.9864 0.9436 18191109.8583 -22.3398 0.9799-31.0564 -16.4420 0.9371 18201012.4426 -26.7585 0.9736-27.9365 -7.1397 0.9389 18211029.2865 -30.2863 0.9706-29.1618 -8.5383 0.9339 18221046.4106 -33.8582 0.9676-30.0094 -10.0030 0.9294 18231063.8196 -33.9212 0.9681-29.8126 -11.5365 0.9292 18241081.5182 -34.0126 0.9686-29.2372 -13.1414 0.9294 18251099.5113 -31.6065 0.9713-28.3472 -14.8204 0.9320 18261103.7975 -29.2797 0.9735-26.8707 -14.9276 0.9356 18271104.3380 -26.8270 0.9757-27.3015 -14.6380 0.9377 18281104.8875 -24.3953 0.9779-27.3506 -14.3959 0.9401 18291105.4461 -19.9486 0.982-26.8799 -14.2039 0.9448 18301031.1330 -19.8305 0.9808-23.8059 -7.3492 0.9506 18311048.2878 -13.6616 0.987-21.9032 -8.5874 0.9579 18321065.7281 -7.5204 0.9929-19.6383 -9.8836 0.9652 18331083.4585 -1.3530 0.9988-16.9845 -11.2401 0.9727 18341101.4838 4.8549 1.0044-13.9331 -12.6592 0.9803 18351119.8091 13.2270 1.0118-10.5875 -14.1431 0.9897 18361120.9314 21.5410 1.0192-6.6339 -13.9728 1.0008 18371117.3011 15.3061 1.0137-8.6830 -13.3746 0.9940 18381113.6104 9.0876 1.0082-10.3333 -12.8121 0.9874 18391109.8583 3.1403 1.0028-11.5613 -12.2874 0.9813 18401012.4426 -6.6990 0.9934-1.6547 -4.6116 0.9872 18411029.2865 -7.3270 0.9929-2.0693 -5.1787 0.9858 18421046.4106 -7.9559 0.9924-2.2813 -5.7717 0.9847 18431063.8196 -9.8590 0.9907-3.2922 -6.3916 0.9816 18441081.5182 -11.7661 0.9891-4.0980 -7.0394 0.9788 18451099.5113 -11.4159 0.9896-4.7300 -7.7161 0.9783 18461103.7975 -11.0888 0.99-5.0378 -7.3168 0.9788 18471104.3380 -10.7387 0.9903-5.1062 -6.6288 0.9796 18481104.8875 -10.3955 0.9906-4.9667 -5.9494 0.9807 18491105.4461 -10.9235 0.9901-5.1975 -5.2795 0.9806 18501105.8946 0.0000 10.0000 0.0000 1.0000 10511124.2932 0.0000 10.0000 0.0000 1.0000 10521142.9979 0.0000 10.0000 0.0000 1.0000 10531162.0138 0.0000 10.0000 0.0000 1.0000 10541181.3461 0.0000 10.0000 0.0000 1.0000 10551201.0000 0.0000 10.0000 0.0000 1.0000 10561189.4668 0.0000 10.0000 0.0000 1.0000 10571169.1535 0.0000 10.0000 0.0000 1.0000 10581148.5022 0.0000 10.0000 0.0000 1.0000 10591127.5074 0.0000 10.0000 0.0000 1.0000 10601106.1633 0.0000 10.0000 0.0000 1.0000 10表5-1（6） 钢束“顶-TG01”第6施工阶段各项预应力损失及有效预应力节点应力 (考虑瞬间损失) : A (MPa)弹性变形损失: B (MPa)比值 (A+B)/A徐变/收缩损失 (MPa)松弛损失 (MPa)应力(考虑所有损失)/ 应力(考虑瞬间损失)端部有效钢束数151119.8091 -16.0831 0.9856-33.4239 -18.5179 0.9393 18161120.9314 -15.6576 0.986-32.9944 -18.4426 0.9401 18171117.3011 -15.2737 0.9863-32.9661 -17.8337 0.9409 18181113.6104 -14.8065 0.9867-32.2121 -17.2768 0.9423 18191109.8583 -13.7501 0.9876-31.1345 -16.7748 0.9444 18201012.4426 -10.8747 0.9893-25.6804 -7.5691 0.9564 18211029.2865 -7.1157 0.9931-24.3440 -9.1230 0.9606 18221046.4106 -3.4237 0.9967-22.5771 -10.7506 0.9649 18231063.8196 3.7953 1.0036-19.7138 -12.4549 0.9733 18241081.5182 10.9843 1.0102-16.4186 -14.2387 0.9818 18251099.5113 20.6454 1.0188-12.7647 -16.1050 0.9925 18261103.7975 30.2207 1.0274-8.4455 -16.3180 1.0049 18271104.3380 23.0449 1.0209-12.4952 -16.1170 0.9950 18281104.8875 15.8439 1.0143-16.1106 -15.9712 0.9853 18291105.4461 10.6359 1.0096-19.1673 -15.8832 0.9779 18301031.1330 1.3332 1.0013-19.8388 -8.8050 0.9735 18311048.2878 -2.2197 0.9979-21.6850 -10.3043 0.9674 18321065.7281 -5.7741 0.9946-23.0895 -11.8738 0.9618 18331083.4585 -9.3511 0.9914-24.0527 -13.5164 0.9567 18341101.4838 -12.9396 0.9883-24.5659 -15.2348 0.9521 18351119.8091 -14.3772 0.9872-24.7358 -17.0319 0.9499 18361120.9314 -15.8467 0.9859-24.1730 -16.8499 0.9493 18371117.3011 -17.2380 0.9846-25.0351 -16.1567 0.9477 18381113.6104 -18.6219 0.9833-25.4240 -15.5073 0.9465 18391109.8583 -19.8293 0.9821-25.3527 -14.9043 0.9459 18401012.4426 -24.5688 0.9757-21.2179 -5.9562 0.9489 18411029.2865 -20.5265 0.9801-20.2384 -7.1067 0.9535 18421046.4106 -16.4915 0.9842-18.9562 -8.3116 0.9582 18431063.8196 -11.0185 0.9896-17.1325 -9.5730 0.9645 18441081.5182 -5.5473 0.9949-14.9985 -10.8930 0.9709 18451099.5113 2.1551 1.002-12.6003 -12.2740 0.9793 18461103.7975 9.8198 1.0089-9.7165 -12.3408 0.9889 18471104.3380 5.7085 1.0052-12.4678 -12.0750 0.9829 18481104.8875 1.5916 1.0014-14.9055 -11.8478 0.9772 18491105.4461 -0.4577 0.9996-16.9104 -11.6612 0.9737 18501031.1330 -2.8932 0.9972-8.0623 -5.7645 0.9838 18511048.2878 -3.9064 0.9963-9.1037 -6.4734 0.9814 18521065.7281 -4.9159 0.9954-9.8785 -7.2147 0.9793 18531083.4585 -6.0952 0.9944-10.3984 -7.9895 0.9774 18541101.4838 -7.2798 0.9934-10.6471 -8.7992 0.9757 18551119.8091 -6.3490 0.9943-10.6917 -9.6451 0.9762 18561120.9314 -5.4452 0.9951-10.2970 -9.1460 0.9778 18571117.3011 -4.5567 0.9959-9.5815 -8.2860 0.9799 18581113.6104 -3.6845 0.9967-8.5946 -7.4368 0.9823 18591109.8583 -4.0462 0.9964-8.0338 -6.5993 0.9832 18601105.8946 0.0000 10.0000 0.0000 1.0000 8611124.2932 0.0000 10.0000 0.0000 1.0000 8621142.9979 0.0000 10.0000 0.0000 1.0000 8631162.0138 0.0000 10.0000 0.0000 1.0000 8641181.3461 0.0000 10.0000 0.0000 1.0000 8651201.0000 0.0000 10.0000 0.0000 1.0000 8661189.4668 0.0000 10.0000 0.0000 1.0000 8671169.1535 0.0000 10.0000 0.0000 1.0000 8681148.5022 0.0000 10.0000 0.0000 1.0000 8691127.5074 0.0000 10.0000 0.0000 1.0000 8701106.1633 0.0000 10.0000 0.0000 1.0000 8表5-1（7） 钢束“顶-TG01”第7施工阶段各项预应力损失及有效预应力节点应力 (考虑瞬间损失) : A (MPa)弹性变形损失: B (MPa)比值 (A+B)/A徐变/收缩损失 (MPa)松弛损失 (MPa)应力(考虑所有损失)/ 应力(考虑瞬间损失)端部有效钢束数151119.8091 -3.8170 0.9966-32.1320 -18.5179 0.9514 18161120.9314 -2.1174 0.9981-31.2616 -18.4426 0.9538 18171117.3011 -8.7300 0.9922-33.5828 -17.8337 0.9462 18181113.6104 -15.2340 0.9863-35.1144 -17.2768 0.9393 18191109.8583 -21.1052 0.981-36.2978 -16.7748 0.9332 18201012.4426 -25.1594 0.9751-33.4242 -7.5866 0.9346 18211029.2865 -28.3378 0.9725-34.3864 -9.1768 0.9301 18221046.4106 -31.5832 0.9698-34.8723 -10.8426 0.9261 18231063.8196 -31.3013 0.9706-34.2529 -12.5868 0.9265 18241081.5182 -31.0509 0.9713-33.1564 -14.4126 0.9273 18251099.5113 -28.3289 0.9742-31.6629 -16.3229 0.9306 18261103.7975 -25.6937 0.9767-29.4343 -16.5820 0.9350 18271104.3380 -22.8904 0.9793-30.2946 -16.4294 0.9370 18281104.8875 -20.1118 0.9818-30.6741 -16.3341 0.9393 18291105.4461 -15.3233 0.9861-30.4597 -16.2991 0.9438 18301031.1330 -14.7956 0.9857-28.4574 -9.3182 0.9490 18311048.2878 -8.2751 0.9921-26.8281 -10.9626 0.9561 18321065.7281 -1.7690 0.9983-24.7071 -12.6843 0.9633 18331083.4585 4.7657 1.0044-22.0711 -14.4863 0.9707 18341101.4838 11.3366 1.0103-18.9120 -16.3716 0.9783 18351119.8091 20.0616 1.0179-15.3661 -18.3435 0.9878 18361120.9314 28.7234 1.0256-11.0208 -18.2314 0.9995 18371117.3011 19.8059 1.0177-14.8855 -17.5838 0.9887 18381113.6104 10.9139 1.0098-18.2112 -16.9864 0.9782 18391109.8583 2.3072 1.0021-20.9793 -16.4420 0.9684 18401012.4426 -9.9728 0.9901-20.1211 -7.1397 0.9632 18411029.2865 -13.2064 0.9872-22.0840 -8.5383 0.9574 18421046.4106 -16.4610 0.9843-23.6832 -10.0030 0.9521 18431063.8196 -18.2885 0.9828-24.6069 -11.5365 0.9488 18441081.5182 -20.1199 0.9814-25.1526 -13.1414 0.9460 18451099.5113 -19.7219 0.9821-25.3762 -14.8204 0.9455 18461103.7975 -19.3735 0.9824-25.0125 -14.9276 0.9463 18471104.3380 -18.9371 0.9829-26.0575 -14.6380 0.9460 18481104.8875 -18.5060 0.9833-26.7200 -14.3959 0.9460 18491105.4461 -16.0010 0.9855-26.8494 -14.2039 0.9484 18501031.1330 -13.7952 0.9866-22.5508 -7.3492 0.9576 18511048.2878 -10.2147 0.9903-21.5559 -8.5874 0.9615 18521065.7281 -6.6428 0.9938-20.1953 -9.8836 0.9655 18531083.4585 -2.9376 0.9973-18.4589 -11.2401 0.9699 18541101.4838 0.7813 1.0007-16.3287 -12.6592 0.9744 18551119.8091 6.6175 1.0059-13.9092 -14.1431 0.9809 18561120.9314 12.4181 1.0111-10.8850 -13.9728 0.9889 18571117.3011 7.0488 1.0063-12.3465 -13.3746 0.9833 18581113.6104 1.6852 1.0015-13.4184 -12.8121 0.9780 18591109.8583 -2.3595 0.9979-14.0778 -12.2874 0.9741 18601012.4426 -8.1049 0.992-2.7532 -4.6116 0.9847 18611029.2865 -8.2036 0.992-2.8469 -5.1787 0.9842 18621046.4106 -8.3203 0.992-2.7372 -5.7717 0.9839 18631063.8196 -10.2528 0.9904-3.6709 -6.3916 0.9809 18641081.5182 -12.1902 0.9887-4.3995 -7.0394 0.9782 18651099.5113 -11.7516 0.9893-4.9559 -7.7161 0.9778 18661103.7975 -11.3354 0.9897-5.1882 -7.3168 0.9784 18671104.3380 -10.8873 0.9901-5.1812 -6.6288 0.9794 18681104.8875 -10.4201 0.9906-4.9664 -5.9494 0.9807 18691105.4461 -10.9235 0.9901-5.1974 -5.2795 0.9806 18701105.8946 0.0000 10.0000 0.0000 1.0000 10711124.2932 0.0000 10.0000 0.0000 1.0000 10721142.9979 0.0000 10.0000 0.0000 1.0000 10731162.0138 0.0000 10.0000 0.0000 1.0000 10741181.3461 0.0000 10.0000 0.0000 1.0000 10751201.0000 0.0000 10.0000 0.0000 1.0000 10761189.4668 0.0000 10.0000 0.0000 1.0000 10771169.1535 0.0000 10.0000 0.0000 1.0000 10781148.5022 0.0000 10.0000 0.0000 1.0000 10791127.5074 0.0000 10.0000 0.0000 1.0000 10801106.1633 0.0000 10.0000 0.0000 1.0000 10表5-1（8） 钢束“顶-TG01”第8施工阶段各项预应力损失及有效预应力节点应力 (考虑瞬间损失) : A (MPa)弹性变形损失: B (MPa)比值 (A+B)/A徐变/收缩损失 (MPa)松弛损失 (MPa)应力(考虑所有损失)/ 应力(考虑瞬间损失)端部有效钢束数151119.8091 -16.6069 0.9852-38.4132 -18.5179 0.9343 18161120.9314 -16.2448 0.9855-37.9193 -18.4426 0.9352 18171117.3011 -15.9160 0.9858-38.1463 -17.8337 0.9357 18181113.6104 -15.5029 0.9861-37.5423 -17.2768 0.9369 18191109.8583 -14.5073 0.9869-36.5962 -16.7748 0.9388 18201012.4426 -11.6835 0.9885-31.5260 -7.5866 0.9498 18211029.2865 -7.9866 0.9922-30.2404 -9.1768 0.9539 18221046.4106 -4.3784 0.9958-28.4387 -10.8426 0.9583 18231063.8196 2.7765 1.0026-25.5365 -12.5868 0.9668 18241081.5182 9.8985 1.0092-22.1168 -14.4126 0.9754 18251099.5113 19.4901 1.0177-18.2672 -16.3229 0.9863 18261103.7975 28.9679 1.0262-13.6206 -16.5820 0.9989 18271104.3380 22.2824 1.0202-17.6639 -16.4294 0.9893 18281104.8875 15.5687 1.0141-21.1867 -16.3341 0.9801 18291105.4461 10.8464 1.0098-24.0989 -16.2991 0.9733 18301031.1330 2.0514 1.002-25.0719 -9.3322 0.9686 18311048.2878 -1.0109 0.999-26.6903 -11.0056 0.9631 18321065.7281 -4.0741 0.9962-27.7646 -12.7578 0.9582 18331083.4585 -7.1597 0.9934-28.2934 -14.5918 0.9538 18341101.4838 -10.2586 0.9907-28.2674 -16.5108 0.9500 18351119.8091 -11.2108 0.99-27.8215 -18.5179 0.9486 18361120.9314 -12.1822 0.9891-26.4863 -18.4426 0.9491 18371117.3011 -13.0383 0.9883-27.8940 -17.8337 0.9474 18381113.6104 -13.8971 0.9875-28.7221 -17.2768 0.9462 18391109.8583 -14.5747 0.9869-28.9763 -16.7748 0.9456 18401012.4426 -18.8355 0.9814-25.8850 -7.5691 0.9484 18411029.2865 -14.2511 0.9862-25.2435 -9.1230 0.9528 18421046.4106 -9.6997 0.9907-24.1822 -10.7506 0.9573 18431063.8196 -3.6976 0.9965-22.3926 -12.4549 0.9638 18441081.5182 2.2986 1.0021-20.1721 -14.2387 0.9703 18451099.5113 10.5230 1.0096-17.5844 -16.1050 0.9789 18461103.7975 18.6714 1.0169-14.3296 -16.3180 0.9892 18471104.3380 12.1243 1.011-18.1283 -16.1170 0.9800 18481104.8875 5.5687 1.005-21.4914 -15.9712 0.9711 18491105.4461 1.0769 1.001-24.2775 -15.8832 0.9646 18501031.1330 -3.6132 0.9965-23.2730 -8.8050 0.9654 18511048.2878 -7.0568 0.9933-25.0731 -10.3043 0.9595 18521065.7281 -10.5161 0.9901-26.4425 -11.8738 0.9542 18531083.4585 -13.8836 0.9872-27.3813 -13.5164 0.9494 18541101.4838 -17.2651 0.9843-27.8642 -15.2348 0.9452 18551119.8091 -18.5205 0.9835-27.9995 -17.0319 0.9432 18561120.9314 -19.7980 0.9823-27.4113 -16.8499 0.9429 18571117.3011 -21.0193 0.9812-27.8112 -16.1567 0.9418 18581113.6104 -22.2330 0.98-27.7453 -15.5073 0.9412 18591109.8583 -22.1822 0.98-27.1726 -14.9043 0.9421 18601012.4426 -23.5535 0.9767-21.7510 -5.9562 0.9494 18611029.2865 -19.6193 0.9809-20.5054 -7.1067 0.9541 18621046.4106 -15.7099 0.985-18.9562 -8.3116 0.9589 18631063.8196 -9.7406 0.9908-16.7620 -9.5730 0.9661 18641081.5182 -3.7745 0.9965-14.2574 -10.8930 0.9733 18651099.5113 4.5582 1.0041-11.4914 -12.2740 0.9825 18661103.7975 12.8414 1.0116-8.2397 -12.3408 0.9930 18671104.3380 8.2206 1.0074-11.1650 -12.0750 0.9864 18681104.8875 3.6194 1.0033-13.7773 -11.8478 0.9801 18691105.4461 1.1849 1.0011-15.9478 -11.6612 0.9761 18701031.1330 -2.1903 0.9979-7.5141 -5.7645 0.9850 18711048.2878 -3.4456 0.9967-8.6781 -6.4734 0.9823 18721065.7281 -4.7053 0.9956-9.5740 -7.2147 0.9798 18731083.4585 -5.9846 0.9945-10.2023 -7.9895 0.9777 18741101.4838 -7.2700 0.9934-10.5598 -8.7992 0.9758 18751119.8091 -6.4322 0.9943-10.7135 -9.6451 0.9761 18761120.9314 -5.6217 0.995-10.4270 -9.1460 0.9775 18771117.3011 -4.8266 0.9957-9.8188 -8.2860 0.9795 18781113.6104 -4.0368 0.9964-8.9380 -7.4368 0.9817 18791109.8583 -4.1999 0.9962-8.2146 -6.5993 0.9829 18801105.8946 0.0000 10.0000 0.0000 1.0000 8811124.2932 0.0000 10.0000 0.0000 1.0000 8821142.9979 0.0000 10.0000 0.0000 1.0000 8831162.0138 0.0000 10.0000 0.0000 1.0000 8841181.3461 0.0000 10.0000 0.0000 1.0000 8851201.0000 0.0000 10.0000 0.0000 1.0000 8861189.4668 0.0000 10.0000 0.0000 1.0000 8871169.1535 0.0000 10.0000 0.0000 1.0000 8881148.5022 0.0000 10.0000 0.0000 1.0000 8891127.5074 0.0000 10.0000 0.0000 1.0000 8901106.1633 0.0000 10.0000 0.0000 1.0000 8表5-1（9） 钢束“顶-TG01”第9施工阶段各项预应力损失及有效预应力节点应力 (考虑瞬间损失) : A (MPa)弹性变形损失: B (MPa)比值 (A+B)/A徐变/收缩损失 (MPa)松弛损失 (MPa)应力(考虑所有损失)/ 应力(考虑瞬间损失)端部有效钢束数151119.8091 -3.6771 0.9967-36.6854 -18.5179 0.9474 18161120.9314 -1.9725 0.9982-35.7622 -18.4426 0.9499 18171117.3011 -8.7070 0.9922-38.2264 -17.8337 0.9420 18181113.6104 -15.3355 0.9862-39.8074 -17.2768 0.9350 18191109.8583 -21.3316 0.9808-41.0245 -16.7748 0.9287 18201012.4426 -25.5072 0.9748-38.2819 -7.5866 0.9295 18211029.2865 -28.8142 0.972-39.1775 -9.1768 0.9250 18221046.4106 -32.2099 0.9692-39.5204 -10.8426 0.9211 18231063.8196 -32.0578 0.9699-38.7704 -12.5868 0.9216 18241081.5182 -31.9400 0.9705-37.4670 -14.4126 0.9225 18251099.5113 -29.3529 0.9733-35.7033 -16.3229 0.9260 18261103.7975 -26.8800 0.9756-33.0866 -16.5820 0.9306 18271104.3380 -24.2106 0.9781-34.3313 -16.4294 0.9321 18281104.8875 -21.5682 0.9805-35.0184 -16.3341 0.9340 18291105.4461 -16.9156 0.9847-35.0696 -16.2991 0.9382 18301031.1330 -16.5364 0.984-33.5196 -9.3322 0.9424 18311048.2878 -10.1499 0.9903-32.1396 -11.0056 0.9492 18321065.7281 -3.7874 0.9964-30.1825 -12.7578 0.9562 18331083.4585 2.5982 1.0024-27.6233 -14.5918 0.9634 18341101.4838 9.0170 1.0082-24.4519 -16.5108 0.9710 18351119.8091 17.6151 1.0157-20.8260 -18.5179 0.9806 18361120.9314 26.1494 1.0233-16.2577 -18.4426 0.9924 18371117.3011 17.8915 1.016-20.1842 -17.8337 0.9820 18381113.6104 9.6530 1.0087-23.4799 -17.2768 0.9721 18391109.8583 1.6892 1.0015-26.1272 -16.7748 0.9629 18401012.4426 -9.9407 0.9902-25.3738 -7.5866 0.9576 18411029.2865 -12.5365 0.9878-27.1749 -9.1768 0.9525 18421046.4106 -15.1779 0.9855-28.5158 -10.8426 0.9479 18431063.8196 -16.3727 0.9846-29.1039 -12.5868 0.9454 18441081.5182 -17.5745 0.9838-29.2156 -14.4126 0.9434 18451099.5113 -16.5493 0.9849-28.9215 -16.3229 0.9438 18461103.7975 -15.6026 0.9859-27.8906 -16.5820 0.9456 18471104.3380 -14.5330 0.9868-29.3146 -16.4294 0.9454 18481104.8875 -13.4730 0.9878-30.2570 -16.3341 0.9456 18491105.4461 -10.3453 0.9906-30.5906 -16.2991 0.9482 18501031.1330 -7.4434 0.9928-27.5647 -9.3182 0.9570 18511048.2878 -3.2300 0.9969-26.7481 -10.9626 0.9609 18521065.7281 0.9915 1.0009-25.4374 -12.6843 0.9652 18531083.4585 5.3488 1.0049-23.6253 -14.4863 0.9698 18541101.4838 9.7114 1.0088-21.2938 -16.3716 0.9746 18551119.8091 16.1994 1.0145-18.5816 -18.3435 0.9815 18561120.9314 22.6224 1.0202-15.0747 -18.2314 0.9905 18571117.3011 13.6033 1.0122-18.5765 -17.5838 0.9798 18581113.6104 4.5984 1.0041-21.5520 -16.9864 0.9695 18591109.8583 -3.0707 0.9972-23.9343 -16.4420 0.9609 18601012.4426 -12.2158 0.9879-22.0101 -7.1397 0.9591 18611029.2865 -15.8837 0.9846-23.8129 -8.5383 0.9531 18621046.4106 -19.5901 0.9813-25.2511 -10.0030 0.9476 18631063.8196 -21.2463 0.98-25.8928 -11.5365 0.9448 18641081.5182 -22.9074 0.9788-26.1564 -13.1414 0.9425 18651099.5113 -22.2034 0.9798-26.1013 -14.8204 0.9426 18661103.7975 -21.5611 0.9805-25.4586 -14.9276 0.9439 18671104.3380 -20.8016 0.9812-26.4079 -14.6380 0.9440 18681104.8875 -20.0215 0.9819-26.9752 -14.3959 0.9444 18691105.4461 -17.0661 0.9846-26.9949 -14.2039 0.9473 18701031.1330 -15.0115 0.9854-22.9392 -7.3492 0.9561 18711048.2878 -10.8168 0.9897-21.7653 -8.5874 0.9607 18721065.7281 -6.6394 0.9938-20.2254 -9.8836 0.9655 18731083.4585 -2.4533 0.9977-18.2950 -11.2401 0.9705 18741101.4838 1.7488 1.0016-15.9696 -12.6592 0.9756 18751119.8091 8.0909 1.0072-13.3550 -14.1431 0.9827 18761120.9314 14.3739 1.0128-10.1349 -13.9728 0.9913 18771117.3011 8.6992 1.0078-11.7353 -13.3746 0.9853 18781113.6104 3.0400 1.0027-12.9455 -12.8121 0.9796 18791109.8583 -1.4729 0.9987-13.7516 -12.2874 0.9752 18801012.4426 -7.9225 0.9922-2.6347 -4.6116 0.9850 18811029.2865 -8.1691 0.9921-2.8038 -5.1787 0.9843 18821046.4106 -8.4266 0.9919-2.7698 -5.7717 0.9838 18831063.8196 -10.3275 0.9903-3.6983 -6.3916 0.9808 18841081.5182 -12.2334 0.9887-4.4216 -7.0394 0.9781 18851099.5113 -11.7741 0.9893-4.9726 -7.7161 0.9778 18861103.7975 -11.3372 0.9897-5.1994 -7.3168 0.9784 18871104.3380 -10.8681 0.9902-5.1870 -6.6288 0.9795 18881104.8875 -10.4045 0.9906-4.9666 -5.9494 0.9807 18891105.4461 -10.9285 0.9901-5.1974 -5.2795 0.9806 18901105.8946 0.0000 10.0000 0.0000 1.0000 10911124.2932 0.0000 10.0000 0.0000 1.0000 10921142.9979 0.0000 10.0000 0.0000 1.0000 10931162.0138 0.0000 10.0000 0.0000 1.0000 10941181.3461 0.0000 10.0000 0.0000 1.0000 10951201.0000 0.0000 10.0000 0.0000 1.0000 10961189.4668 0.0000 10.0000 0.0000 1.0000 10971169.1535 0.0000 10.0000 0.0000 1.0000 10981148.5022 0.0000 10.0000 0.0000 1.0000 10991127.5074 0.0000 10.0000 0.0000 1.0000 101001106.1633 0.0000 10.0000 0.0000 1.0000 10表5-1（10） 钢束“顶-TG01”第10施工阶段各项预应力损失及有效预应力节点应力 (考虑瞬间损失) : A (MPa)弹性变形损失: B (MPa)比值 (A+B)/A徐变/收缩损失 (MPa)松弛损失 (MPa)应力(考虑所有损失)/ 应力(考虑瞬间损失)端部有效钢束数151119.8091 -16.2471 0.9855-42.2745 -18.5179 0.9312 18161120.9314 -15.8553 0.9859-41.7035 -18.4426 0.9322 18171117.3011 -15.4864 0.9861-42.1150 -17.8337 0.9325 18181113.6104 -15.0398 0.9865-41.6122 -17.2768 0.9336 18191109.8583 -14.0068 0.9874-40.7515 -16.7748 0.9355 18201012.4426 -11.1422 0.989-35.8521 -7.5866 0.9461 18211029.2865 -7.4110 0.9928-34.5770 -9.1768 0.9503 18221046.4106 -3.7903 0.9964-32.7169 -10.8426 0.9548 18231063.8196 3.3980 1.0032-29.7730 -12.5868 0.9634 18241081.5182 10.5508 1.0098-26.2432 -14.4126 0.9722 18251099.5113 20.1712 1.0183-22.2263 -16.3229 0.9833 18261103.7975 29.6504 1.0269-17.3063 -16.5820 0.9962 18271104.3380 22.8191 1.0207-21.5695 -16.4294 0.9863 18281104.8875 15.9574 1.0144-25.2430 -16.3341 0.9768 18291105.4461 11.0863 1.01-28.2697 -16.2991 0.9697 18301031.1330 2.1487 1.0021-29.5309 -9.3322 0.9644 18311048.2878 -1.0639 0.999-31.2083 -11.0056 0.9587 18321065.7281 -4.2808 0.996-32.2646 -12.7578 0.9537 18331083.4585 -7.5236 0.9931-32.6966 -14.5918 0.9494 18341101.4838 -10.7833 0.9902-32.4939 -16.5108 0.9457 18351119.8091 -11.8733 0.9894-31.8114 -18.5179 0.9445 18361120.9314 -12.9857 0.9884-30.1133 -18.4426 0.9451 18371117.3011 -13.9519 0.9875-31.9406 -17.8337 0.9430 18381113.6104 -14.9226 0.9866-33.1046 -17.2768 0.9414 18391109.8583 -15.7181 0.9858-33.6115 -16.7748 0.9404 18401012.4426 -20.0834 0.9802-30.7665 -7.5866 0.9423 18411029.2865 -15.6164 0.9848-30.3864 -9.1768 0.9464 18421046.4106 -11.2065 0.9893-29.5033 -10.8426 0.9507 18431063.8196 -5.3253 0.995-27.8496 -12.5868 0.9570 18441081.5182 0.5471 1.0005-25.6797 -14.4126 0.9634 18451099.5113 8.6452 1.0079-23.0697 -16.3229 0.9720 18461103.7975 16.6430 1.0151-19.6608 -16.5820 0.9822 18471104.3380 10.6169 1.0096-23.5068 -16.4294 0.9735 18481104.8875 4.5789 1.0041-26.8309 -16.3341 0.9651 18491105.4461 0.6026 1.0005-29.5246 -16.2991 0.9591 18501031.1330 -3.5535 0.9966-29.0068 -9.3322 0.9594 18511048.2878 -6.4795 0.9938-30.6198 -11.0056 0.9541 18521065.7281 -9.4230 0.9912-31.7010 -12.7578 0.9494 18531083.4585 -12.2758 0.9887-32.2489 -14.5918 0.9454 18541101.4838 -15.1454 0.9863-32.2365 -16.5108 0.9420 18551119.8091 -15.8701 0.9858-31.8007 -18.5179 0.9409 18561120.9314 -16.6279 0.9852-30.4848 -18.4426 0.9415 18571117.3011 -17.2924 0.9845-31.3713 -17.8337 0.9405 18581113.6104 -17.9589 0.9839-31.6877 -17.2768 0.9399 18591109.8583 -17.3616 0.9844-31.3938 -16.7748 0.9410 18601012.4426 -18.2114 0.982-27.1125 -7.5691 0.9478 18611029.2865 -13.7169 0.9867-26.1200 -9.1230 0.9524 18621046.4106 -9.2726 0.9911-24.7067 -10.7506 0.9573 18631063.8196 -2.7562 0.9974-22.4441 -12.4549 0.9646 18641081.5182 3.7530 1.0035-19.7505 -14.2387 0.9720 18651099.5113 12.6262 1.0115-16.6936 -16.1050 0.9817 18661103.7975 21.4093 1.0194-12.9692 -16.3180 0.9929 18671104.3380 14.6034 1.0132-16.8611 -16.1170 0.9834 18681104.8875 7.8146 1.0071-20.3181 -15.9712 0.9742 18691105.4461 3.1893 1.0029-23.1844 -15.8832 0.9675 18701031.1330 -2.1820 0.9979-22.5172 -8.8050 0.9675 18711048.2878 -5.6185 0.9946-24.3530 -10.3043 0.9616 18721065.7281 -9.0745 0.9915-25.7552 -11.8738 0.9562 18731083.4585 -12.5661 0.9884-26.7126 -13.5164 0.9513 18741101.4838 -16.0729 0.9854-27.2142 -15.2348 0.9469 18751119.8091 -17.4328 0.9844-27.3695 -17.0319 0.9448 18761120.9314 -18.8379 0.9832-26.8001 -16.8499 0.9443 18771117.3011 -20.1858 0.9819-27.3120 -16.1567 0.9430 18781113.6104 -21.5165 0.9807-27.3576 -15.5073 0.9422 18791109.8583 -21.7565 0.9804-26.9228 -14.9043 0.9427 18801012.4426 -23.6107 0.9767-21.6634 -5.9562 0.9494 18811029.2865 -19.6614 0.9809-20.4832 -7.1067 0.9541 18821046.4106 -15.7293 0.985-18.9995 -8.3116 0.9589 18831063.8196 -9.9344 0.9907-16.9032 -9.5730 0.9658 18841081.5182 -4.1424 0.9962-14.4965 -10.8930 0.9727 18851099.5113 4.0054 1.0036-11.8282 -12.2740 0.9817 18861103.7975 12.1046 1.011-8.6741 -12.3408 0.9919 18871104.3380 7.5510 1.0068-11.5567 -12.0750 0.9854 18881104.8875 2.9923 1.0027-14.1258 -11.8478 0.9792 18891105.4461 0.6226 1.0006-16.2500 -11.6612 0.9753 18901031.1330 -2.4558 0.9976-7.6785 -5.7645 0.9846 18911048.2878 -3.6570 0.9965-8.8060 -6.4734 0.9819 18921065.7281 -4.8634 0.9954-9.6662 -7.2147 0.9796 18931083.4585 -6.0843 0.9944-10.2592 -7.9895 0.9775 18941101.4838 -7.3108 0.9934-10.5813 -8.7992 0.9758 18951119.8091 -6.4219 0.9943-10.6996 -9.6451 0.9761 18961120.9314 -5.5602 0.995-10.3787 -9.1460 0.9776 18971117.3011 -4.7133 0.9958-9.7367 -8.2860 0.9797 18981113.6104 -3.8722 0.9965-8.8228 -7.4368 0.9819 18991109.8583 -4.1133 0.9963-8.1476 -6.5993 0.9830 181001105.8946 0.0000 10.0000 0.0000 1.0000 81011124.2932 0.0000 10.0000 0.0000 1.0000 81021142.9979 0.0000 10.0000 0.0000 1.0000 81031162.0138 0.0000 10.0000 0.0000 1.0000 81041181.3461 0.0000 10.0000 0.0000 1.0000 81051201.0000 0.0000 10.0000 0.0000 1.0000 81061189.4668 0.0000 10.0000 0.0000 1.0000 81071169.1535 0.0000 10.0000 0.0000 1.0000 81081148.5022 0.0000 10.0000 0.0000 1.0000 81091127.5074 0.0000 10.0000 0.0000 1.0000 81101106.1633 0.0000 10.0000 0.0000 1.0000 8表5-1（11） 钢束“顶-TG01”第11施工阶段各项预应力损失及有效预应力节点应力 (考虑瞬间损失) : A (MPa)弹性变形损失: B (MPa)比值 (A+B)/A徐变/收缩损失 (MPa)松弛损失 (MPa)应力(考虑所有损失)/ 应力(考虑瞬间损失)端部有效钢束数151119.8091 -3.5614 0.9968-40.4328 -18.5179 0.9442 18161120.9314 -1.8511 0.9983-39.4621 -18.4426 0.9467 18171117.3011 -8.5522 0.9923-41.9969 -17.8337 0.9388 18181113.6104 -15.1515 0.9864-43.5733 -17.2768 0.9318 18191109.8583 -21.1171 0.981-44.7728 -16.7748 0.9255 18201012.4426 -25.2607 0.975-42.0480 -7.5866 0.9260 18211029.2865 -28.5403 0.9723-42.8443 -9.1768 0.9217 18221046.4106 -31.9300 0.9695-43.0257 -10.8426 0.9180 18231063.8196 -31.7512 0.9702-42.1317 -12.5868 0.9187 18241081.5182 -31.6089 0.9708-40.6223 -14.4126 0.9199 18251099.5113 -28.9991 0.9736-38.6011 -16.3229 0.9237 18261103.7975 -26.5307 0.976-35.6308 -16.5820 0.9287 18271104.3380 -23.8422 0.9784-37.1660 -16.4294 0.9299 18281104.8875 -21.1826 0.9808-38.0812 -16.3341 0.9316 18291105.4461 -16.5139 0.9851-38.3289 -16.2991 0.9356 18301031.1330 -16.1125 0.9844-37.0517 -9.3322 0.9394 18311048.2878 -9.7098 0.9907-35.8399 -11.0056 0.9460 18321065.7281 -3.3326 0.9969-33.9805 -12.7578 0.9530 18331083.4585 3.0657 1.0028-31.4486 -14.5918 0.9603 18341101.4838 9.4946 1.0086-28.2330 -16.5108 0.9680 18351119.8091 18.1254 1.0162-24.5097 -18.5179 0.9778 18361120.9314 26.6880 1.0238-19.7302 -18.4426 0.9898 18371117.3011 18.3095 1.0164-23.9413 -17.8337 0.9790 18381113.6104 9.9481 1.0089-27.4465 -17.2768 0.9688 18391109.8583 1.8594 1.0017-30.2291 -16.7748 0.9593 18401012.4426 -9.8970 0.9902-29.5722 -7.5866 0.9535 18411029.2865 -12.6171 0.9877-31.4898 -9.1768 0.9482 18421046.4106 -15.4069 0.9853-32.8726 -10.8426 0.9435 18431063.8196 -16.7297 0.9843-33.4736 -12.5868 0.9410 18441081.5182 -18.0623 0.9833-33.5221 -14.4126 0.9390 18451099.5113 -17.1703 0.9844-33.1000 -16.3229 0.9394 18461103.7975 -16.3806 0.9852-31.8231 -16.5820 0.9413 18471104.3380 -15.4455 0.986-33.6408 -16.4294 0.9407 18481104.8875 -14.5226 0.9869-34.8999 -16.3341 0.9405 18491105.4461 -11.5330 0.9896-35.5070 -16.2991 0.9427 18501031.1330 -8.7689 0.9915-33.1153 -9.3322 0.9503 18511048.2878 -4.6953 0.9955-32.5336 -11.0056 0.9540 18521065.7281 -0.6221 0.9994-31.3735 -12.7578 0.9580 18531083.4585 3.5818 1.0033-29.6258 -14.5918 0.9625 18541101.4838 7.7884 1.0071-27.2686 -16.5108 0.9673 18551119.8091 14.1425 1.0126-24.4625 -18.5179 0.9742 18561120.9314 20.4293 1.0182-20.7208 -18.4426 0.9833 18571117.3011 12.0122 1.0108-24.2319 -17.8337 0.9731 18581113.6104 3.6043 1.0032-27.1259 -17.2768 0.9634 18591109.8583 -3.4752 0.9969-29.3559 -16.7748 0.9553 18601012.4426 -12.0220 0.9881-27.6015 -7.5866 0.9534 18611029.2865 -15.1051 0.9853-29.1721 -9.1768 0.9481 18621046.4106 -18.2513 0.9826-30.2813 -10.8426 0.9433 18631063.8196 -19.3276 0.9818-30.5198 -12.5868 0.9413 18641081.5182 -20.4118 0.9811-30.2818 -14.4126 0.9398 18651099.5113 -19.1335 0.9826-29.6423 -16.3229 0.9408 18661103.7975 -17.9474 0.9837-28.2655 -16.5820 0.9431 18671104.3380 -16.6053 0.985-29.6019 -16.4294 0.9433 18681104.8875 -15.2465 0.9862-30.4573 -16.3341 0.9439 18691105.4461 -11.7179 0.9894-30.6913 -16.2991 0.9469 18701031.1330 -9.0040 0.9913-27.8773 -9.3182 0.9552 18711048.2878 -4.2231 0.996-26.9026 -10.9626 0.9599 18721065.7281 0.5564 1.0005-25.4332 -12.6843 0.9648 18731083.4585 5.3468 1.0049-23.4464 -14.4863 0.9699 18741101.4838 10.1453 1.0092-20.9390 -16.3716 0.9753 18751119.8091 17.0932 1.0153-18.0512 -18.3435 0.9828 18761120.9314 23.9531 1.0214-14.3673 -18.2314 0.9923 18771117.3011 14.8815 1.0133-17.9492 -17.5838 0.9815 18781113.6104 5.8328 1.0052-21.0045 -16.9864 0.9711 18791109.8583 -2.0533 0.9981-23.4950 -16.4420 0.9622 18801012.4426 -11.6457 0.9885-21.6901 -7.1397 0.9600 18811029.2865 -15.2032 0.9852-23.5206 -8.5383 0.9541 18821046.4106 -18.7919 0.982-24.9867 -10.0030 0.9486 18831063.8196 -20.5273 0.9807-25.6943 -11.5365 0.9457 18841081.5182 -22.2675 0.9794-26.0238 -13.1414 0.9432 18851099.5113 -21.6534 0.9803-26.0343 -14.8204 0.9431 18861103.7975 -21.1002 0.9809-25.4572 -14.9276 0.9443 18871104.3380 -20.4379 0.9815-26.4243 -14.6380 0.9443 18881104.8875 -19.7799 0.9821-27.0089 -14.3959 0.9446 18891105.4461 -16.9251 0.9847-27.0426 -14.2039 0.9474 18901031.1330 -14.7012 0.9857-22.8580 -7.3492 0.9564 18911048.2878 -10.6342 0.9899-21.7185 -8.5874 0.9609 18921065.7281 -6.5846 0.9938-20.2134 -9.8836 0.9656 18931083.4585 -2.5223 0.9977-18.3187 -11.2401 0.9704 18941101.4838 1.5554 1.0014-16.0296 -12.6592 0.9754 18951119.8091 7.7652 1.0069-13.4515 -14.1431 0.9823 18961120.9314 13.9169 1.0124-10.2689 -13.9728 0.9908 18971117.3011 8.2934 1.0074-11.8371 -13.3746 0.9849 18981113.6104 2.6856 1.0024-13.0158 -12.8121 0.9792 18991109.8583 -1.7000 0.9985-13.7932 -12.2874 0.9750 181001012.4426 -7.9752 0.9921-2.6610 -4.6116 0.9849 181011029.2865 -8.1868 0.992-2.8152 -5.1787 0.9843 181021046.4106 -8.4092 0.992-2.7662 -5.7717 0.9838 181031063.8196 -10.3135 0.9903-3.6952 -6.3916 0.9808 181041081.5182 -12.2227 0.9887-4.4192 -7.0394 0.9781 181051099.5113 -11.7661 0.9893-4.9707 -7.7161 0.9778 181061103.7975 -11.3319 0.9897-5.1982 -7.3168 0.9784 181071104.3380 -10.8654 0.9902-5.1863 -6.6288 0.9795 181081104.8875 -10.4044 0.9906-4.9665 -5.9494 0.9807 181091105.4461 -10.9250 0.9901-5.1973 -5.2795 0.9806 181101105.8946 0.0000 10.0000 0.0000 1.0000 101111124.2932 0.0000 10.0000 0.0000 1.0000 101121142.9979 0.0000 10.0000 0.0000 1.0000 101131162.0138 0.0000 10.0000 0.0000 1.0000 101141181.3461 0.0000 10.0000 0.0000 1.0000 101151201.0000 0.0000 10.0000 0.0000 1.0000 101161189.4668 0.0000 10.0000 0.0000 1.0000 101171169.1535 0.0000 10.0000 0.0000 1.0000 101181148.5022 0.0000 10.0000 0.0000 1.0000 101191127.5074 0.0000 10.0000 0.0000 1.0000 101201106.1633 0.0000 10.0000 0.0000 1.0000 10表5-1（12） 钢束“顶-TG01”第12施工阶段各项预应力损失及有效预应力节点应力 (考虑瞬间损失) : A (MPa)弹性变形损失: B (MPa)比值 (A+B)/A徐变/收缩损失 (MPa)松弛损失 (MPa)应力(考虑所有损失)/ 应力(考虑瞬间损失)端部有效钢束数151119.8091 -16.1569 0.9856-45.5981 -18.5179 0.9283 18161120.9314 -15.7608 0.9859-44.9718 -18.4426 0.9294 18171117.3011 -15.3806 0.9862-45.5294 -17.8337 0.9295 18181113.6104 -14.9260 0.9866-45.1038 -17.2768 0.9306 18191109.8583 -13.8843 0.9875-44.3083 -16.7748 0.9325 18201012.4426 -11.0089 0.9891-39.5257 -7.5866 0.9426 18211029.2865 -7.2712 0.9929-38.2556 -9.1768 0.9469 18221046.4106 -3.6653 0.9965-36.3441 -10.8426 0.9514 18231063.8196 3.5289 1.0033-33.3658 -12.5868 0.9601 18241081.5182 10.6857 1.0099-29.7455 -14.4126 0.9691 18251099.5113 20.3084 1.0185-25.5914 -16.3229 0.9803 18261103.7975 29.7632 1.027-20.4470 -16.5820 0.9934 18271104.3380 22.9510 1.0208-24.8446 -16.4294 0.9834 18281104.8875 16.1066 1.0146-28.5960 -16.3341 0.9739 18291105.4461 11.2520 1.0102-31.6720 -16.2991 0.9668 18301031.1330 2.3355 1.0023-33.0787 -9.3322 0.9611 18311048.2878 -0.8610 0.9992-34.7600 -11.0056 0.9555 18321065.7281 -4.0636 0.9962-35.7569 -12.7578 0.9507 18331083.4585 -7.2943 0.9933-36.0651 -14.5918 0.9465 18341101.4838 -10.5440 0.9904-35.6733 -16.5108 0.9431 18351119.8091 -11.6011 0.9896-34.7535 -18.5179 0.9421 18361120.9314 -12.6841 0.9887-32.7157 -18.4426 0.9430 18371117.3011 -13.5980 0.9878-34.8554 -17.8337 0.9407 18381113.6104 -14.5195 0.987-36.2642 -17.2768 0.9389 18391109.8583 -15.2681 0.9862-36.9472 -16.7748 0.9378 18401012.4426 -19.5946 0.9806-34.1910 -7.5866 0.9394 18411029.2865 -15.0809 0.9853-33.9848 -9.1768 0.9434 18421046.4106 -10.6482 0.9898-33.2085 -10.8426 0.9477 18431063.8196 -4.7237 0.9956-31.6387 -12.5868 0.9540 18441081.5182 1.1895 1.0011-29.4842 -14.4126 0.9605 18451099.5113 9.3264 1.0085-26.8314 -16.3229 0.9692 18461103.7975 17.3390 1.0157-23.2732 -16.5820 0.9796 18471104.3380 11.1777 1.0101-27.3862 -16.4294 0.9704 18481104.8875 5.0019 1.0045-30.9081 -16.3341 0.9618 18491105.4461 0.8864 1.0008-33.7623 -16.2991 0.9555 18501031.1330 -3.4001 0.9967-33.6749 -9.3322 0.9550 18511048.2878 -6.4687 0.9938-35.3838 -11.0056 0.9496 18521065.7281 -9.5588 0.991-36.4844 -12.7578 0.9448 18531083.4585 -12.5623 0.9884-36.9742 -14.5918 0.9408 18541101.4838 -15.5860 0.9859-36.8233 -16.5108 0.9374 18551119.8091 -16.4449 0.9853-36.1895 -18.5179 0.9365 18561120.9314 -17.3403 0.9845-34.5503 -18.4426 0.9373 18571117.3011 -18.1161 0.9838-35.7996 -17.8337 0.9358 18581113.6104 -18.8957 0.983-36.3967 -17.2768 0.9348 18591109.8583 -18.4149 0.9834-36.3229 -16.7748 0.9356 18601012.4426 -19.3695 0.9809-32.3517 -7.5866 0.9414 18611029.2865 -14.9932 0.9854-31.5558 -9.1768 0.9459 18621046.4106 -10.6912 0.9898-30.2553 -10.8426 0.9505 18631063.8196 -4.2959 0.996-28.0718 -12.5868 0.9577 18641081.5182 2.0892 1.0019-25.3719 -14.4126 0.9651 18651099.5113 10.8358 1.0099-22.2365 -16.3229 0.9748 18661103.7975 19.4662 1.0176-18.3017 -16.5820 0.9860 18671104.3380 13.1791 1.0119-22.2247 -16.4294 0.9769 18681104.8875 6.9060 1.0063-25.6265 -16.3341 0.9683 18691105.4461 2.7949 1.0025-28.3880 -16.2991 0.9621 18701031.1330 -2.0426 0.998-28.1852 -9.3322 0.9616 18711048.2878 -4.9600 0.9953-29.8245 -11.0056 0.9563 18721065.7281 -7.8983 0.9926-30.9287 -12.7578 0.9516 18731083.4585 -10.8729 0.99-31.4835 -14.5918 0.9474 18741101.4838 -13.8653 0.9874-31.4778 -16.5108 0.9438 18751119.8091 -14.6917 0.9869-31.0504 -18.5179 0.9426 18761120.9314 -15.5742 0.9861-29.7413 -18.4426 0.9431 18771117.3011 -16.3618 0.9854-30.7477 -17.8337 0.9419 18781113.6104 -17.1420 0.9846-31.1834 -17.2768 0.9411 18791109.8583 -16.8320 0.9848-31.0347 -16.7748 0.9418 18801012.4426 -18.1780 0.982-26.8965 -7.5691 0.9480 18811029.2865 -13.6661 0.9867-25.9827 -9.1230 0.9526 18821046.4106 -9.1969 0.9912-24.6483 -10.7506 0.9574 18831063.8196 -2.8524 0.9973-22.5026 -12.4549 0.9645 18841081.5182 3.4850 1.0032-19.9259 -14.2387 0.9716 18851099.5113 12.1756 1.0111-16.9856 -16.1050 0.9810 18861103.7975 20.7776 1.0188-13.3778 -16.3180 0.9919 18871104.3380 13.9962 1.0127-17.2488 -16.1170 0.9825 18881104.8875 7.2070 1.0065-20.6844 -15.9712 0.9733 18891105.4461 2.6032 1.0024-23.5258 -15.8832 0.9667 18901031.1330 -2.5161 0.9976-22.7189 -8.8050 0.9670 18911048.2878 -5.9369 0.9943-24.5383 -10.3043 0.9611 18921065.7281 -9.3784 0.9912-25.9252 -11.8738 0.9557 18931083.4585 -12.8509 0.9881-26.8682 -13.5164 0.9509 18941101.4838 -16.3383 0.9852-27.3557 -15.2348 0.9465 18951119.8091 -17.6861 0.9842-27.4967 -17.0319 0.9444 18961120.9314 -19.0783 0.983-26.9142 -16.8499 0.9439 18971117.3011 -20.4128 0.9817-27.3962 -16.1567 0.9427 18981113.6104 -21.7298 0.9805-27.4125 -15.5073 0.9419 18991109.8583 -21.8801 0.9803-26.9462 -14.9043 0.9426 181001012.4426 -23.6402 0.9767-21.7018 -5.9562 0.9493 181011029.2865 -19.6811 0.9809-20.5013 -7.1067 0.9541 181021046.4106 -15.7394 0.985-18.9973 -8.3116 0.9589 181031063.8196 -9.8910 0.9907-16.8727 -9.5730 0.9658 181041081.5182 -4.0456 0.9963-14.4377 -10.8930 0.9728 181051099.5113 4.1563 1.0038-11.7410 -12.2740 0.9819 181061103.7975 12.3092 1.0112-8.5587 -12.3408 0.9922 181071104.3380 7.7428 1.007-11.4506 -12.0750 0.9857 181081104.8875 3.1714 1.0029-14.0291 -11.8478 0.9794 181091105.4461 0.7816 1.0007-16.1632 -11.6612 0.9755 181101031.1330 -2.3863 0.9977-7.6432 -5.7645 0.9847 181111048.2878 -3.6063 0.9966-8.7845 -6.4734 0.9820 181121065.7281 -4.8329 0.9955-9.6631 -7.2147 0.9796 181131083.4585 -6.0767 0.9944-10.2754 -7.9895 0.9775 181141101.4838 -7.3266 0.9933-10.6145 -8.7992 0.9757 181151119.8091 -6.4501 0.9942-10.7443 -9.6451 0.9760 181161120.9314 -5.5983 0.995-10.4289 -9.1460 0.9775 181171117.3011 -4.7620 0.9957-9.7913 -8.2860 0.9796 181181113.6104 -3.9319 0.9965-8.8828 -7.4368 0.9818 181191109.8583 -4.1555 0.9963-8.1816 -6.5993 0.9829 181201105.8946 0.0000 10.0000 0.0000 1.0000 81211124.2932 0.0000 10.0000 0.0000 1.0000 81221142.9979 0.0000 10.0000 0.0000 1.0000 81231162.0138 0.0000 10.0000 0.0000 1.0000 81241181.3461 0.0000 10.0000 0.0000 1.0000 81251201.0000 0.0000 10.0000 0.0000 1.0000 81261189.4668 0.0000 10.0000 0.0000 1.0000 81271169.1535 0.0000 10.0000 0.0000 1.0000 81281148.5022 0.0000 10.0000 0.0000 1.0000 81291127.5074 0.0000 10.0000 0.0000 1.0000 81301106.1633 0.0000 10.0000 0.0000 1.0000 8表5-1（13） 钢束“顶-TG01”第13施工阶段各项预应力损失及有效预应力节点应力 (考虑瞬间损失) : A (MPa)弹性变形损失: B (MPa)比值 (A+B)/A徐变/收缩损失 (MPa)松弛损失 (MPa)应力(考虑所有损失)/ 应力(考虑瞬间损失)端部有效钢束数151119.8091 -3.4643 0.9969-43.6197 -18.5179 0.9414 18161120.9314 -1.7480 0.9984-42.6115 -18.4426 0.9440 18171117.3011 -8.4544 0.9924-45.2110 -17.8337 0.9360 18181113.6104 -15.0621 0.9865-46.7895 -17.2768 0.9289 18191109.8583 -21.0353 0.981-47.9809 -16.7748 0.9227 18201012.4426 -25.1850 0.9751-45.2816 -7.5866 0.9229 18211029.2865 -28.4744 0.9723-46.0122 -9.1768 0.9187 18221046.4106 -31.8948 0.9695-46.0765 -10.8426 0.9151 18231063.8196 -31.7262 0.9702-45.0821 -12.5868 0.9160 18241081.5182 -31.5957 0.9708-43.4213 -14.4126 0.9173 18251099.5113 -28.9994 0.9736-41.2062 -16.3229 0.9213 18261103.7975 -26.5708 0.9759-37.9627 -16.5820 0.9265 18271104.3380 -23.9033 0.9784-39.7346 -16.4294 0.9275 18281104.8875 -21.2664 0.9808-40.8351 -16.3341 0.9290 18291105.4461 -16.6206 0.985-41.2425 -16.2991 0.9329 18301031.1330 -16.2427 0.9842-40.1684 -9.3322 0.9362 18311048.2878 -9.8626 0.9906-39.0943 -11.0056 0.9428 18321065.7281 -3.5106 0.9967-37.3154 -12.7578 0.9497 18331083.4585 2.8600 1.0026-34.8063 -14.5918 0.9570 18341101.4838 9.2593 1.0084-31.5550 -16.5108 0.9648 18351119.8091 17.8841 1.016-27.7525 -18.5179 0.9747 18361120.9314 26.4381 1.0236-22.8000 -18.4426 0.9868 18371117.3011 18.1349 1.0162-27.1844 -17.8337 0.9759 18381113.6104 9.8460 1.0088-30.8021 -17.2768 0.9657 18391109.8583 1.8263 1.0016-33.6366 -16.7748 0.9562 18401012.4426 -9.8638 0.9903-32.9571 -7.5866 0.9502 18411029.2865 -12.5164 0.9878-34.9125 -9.1768 0.9450 18421046.4106 -15.2624 0.9854-36.2724 -10.8426 0.9404 18431063.8196 -16.5205 0.9845-36.8307 -12.5868 0.9380 18441081.5182 -17.7905 0.9836-36.7747 -14.4126 0.9362 18451099.5113 -16.8379 0.9847-36.1954 -16.3229 0.9369 18461103.7975 -16.0111 0.9855-34.6651 -16.5820 0.9391 18471104.3380 -15.0202 0.9864-36.7695 -16.4294 0.9382 18481104.8875 -14.0440 0.9873-38.2526 -16.3341 0.9379 18491105.4461 -11.0028 0.99-39.0508 -16.2991 0.9400 18501031.1330 -8.1775 0.9921-37.0492 -9.3322 0.9471 18511048.2878 -4.0542 0.9961-36.6155 -11.0056 0.9507 18521065.7281 0.0671 1.0001-35.5340 -12.7578 0.9547 18531083.4585 4.3166 1.004-33.7955 -14.5918 0.9593 18541101.4838 8.5655 1.0078-31.3756 -16.5108 0.9643 18551119.8091 14.9811 1.0134-28.4535 -18.5179 0.9714 18561120.9314 21.3249 1.019-24.4829 -18.4426 0.9807 18571117.3011 12.7592 1.0114-28.2258 -17.8337 0.9702 18581113.6104 4.2002 1.0038-31.2783 -17.2768 0.9602 18591109.8583 -3.0312 0.9973-33.6141 -16.7748 0.9519 18601012.4426 -11.7304 0.9884-32.0014 -7.5866 0.9493 18611029.2865 -14.9654 0.9855-33.6272 -9.1768 0.9439 18621046.4106 -18.2875 0.9825-34.7169 -10.8426 0.9390 18631063.8196 -19.5190 0.9817-34.9164 -12.5868 0.9370 18641081.5182 -20.7612 0.9808-34.5631 -14.4126 0.9355 18651099.5113 -19.6432 0.9821-33.7442 -16.3229 0.9366 18661103.7975 -18.6432 0.9831-32.0700 -16.5820 0.9390 18671104.3380 -17.4617 0.9842-33.8060 -16.4294 0.9387 18681104.8875 -16.2660 0.9853-34.9840 -16.3341 0.9388 18691105.4461 -12.9007 0.9883-35.5015 -16.2991 0.9415 18701031.1330 -10.3540 0.99-33.3081 -9.3322 0.9486 18711048.2878 -5.7373 0.9945-32.5850 -11.0056 0.9529 18721065.7281 -1.1305 0.9989-31.2825 -12.7578 0.9576 18731083.4585 3.4822 1.0032-29.3747 -14.5918 0.9626 18741101.4838 8.1007 1.0074-26.8561 -16.5108 0.9680 18751119.8091 14.8914 1.0133-23.8893 -18.5179 0.9754 18761120.9314 21.5918 1.0193-19.9849 -18.4426 0.9850 18771117.3011 13.1413 1.0118-23.5849 -17.8337 0.9747 18781113.6104 4.7090 1.0042-26.5673 -17.2768 0.9649 18791109.8583 -2.5688 0.9977-28.9081 -16.7748 0.9565 18801012.4426 -11.5445 0.9886-27.2557 -7.5866 0.9542 18811029.2865 -14.5003 0.9859-28.8672 -9.1768 0.9490 18821046.4106 -17.5117 0.9833-30.0176 -10.8426 0.9442 18831063.8196 -18.6502 0.9825-30.3341 -12.5868 0.9421 18841081.5182 -19.7966 0.9817-30.1741 -14.4126 0.9405 18851099.5113 -18.5912 0.9831-29.6121 -16.3229 0.9413 18861103.7975 -17.4767 0.9842-28.3129 -16.5820 0.9435 18871104.3380 -16.2154 0.9853-29.6616 -16.4294 0.9436 18881104.8875 -14.9625 0.9865-30.5287 -16.3341 0.9440 18891105.4461 -11.5186 0.9896-30.7712 -16.2991 0.9470 18901031.1330 -8.6353 0.9916-27.8309 -9.3182 0.9556 18911048.2878 -3.9681 0.9962-26.8818 -10.9626 0.9601 18921065.7281 0.6977 1.0007-25.4385 -12.6843 0.9649 18931083.4585 5.3785 1.005-23.4790 -14.4863 0.9699 18941101.4838 10.0666 1.0091-20.9996 -16.3716 0.9752 18951119.8091 16.8960 1.0151-18.1399 -18.3435 0.9825 18961120.9314 23.6383 1.0211-14.4854 -18.2314 0.9919 18971117.3011 14.5690 1.013-18.0427 -17.5838 0.9812 18981113.6104 5.5230 1.005-21.0741 -16.9864 0.9708 18991109.8583 -2.2846 0.9979-23.5382 -16.4420 0.9619 181001012.4426 -11.7603 0.9884-21.7521 -7.1397 0.9598 181011029.2865 -15.3400 0.9851-23.5756 -8.5383 0.9539 181021046.4106 -18.9509 0.9819-25.0346 -10.0030 0.9484 181031063.8196 -20.6649 0.9806-25.7261 -11.5365 0.9455 181041081.5182 -22.3836 0.9793-26.0395 -13.1414 0.9431 181051099.5113 -21.7475 0.9802-26.0339 -14.8204 0.9431 181061103.7975 -21.1724 0.9808-25.4407 -14.9276 0.9442 181071104.3380 -20.4857 0.9814-26.4046 -14.6380 0.9443 181081104.8875 -19.8032 0.9821-26.9861 -14.3959 0.9446 181091105.4461 -16.9309 0.9847-27.0171 -14.2039 0.9474 181101031.1330 -14.7927 0.9857-22.9133 -7.3492 0.9563 181111048.2878 -10.6904 0.9898-21.7695 -8.5874 0.9608 181121065.7281 -6.6094 0.9938-20.2705 -9.8836 0.9655 181131083.4585 -2.5180 0.9977-18.3839 -11.2401 0.9703 181141101.4838 1.5956 1.0014-16.0943 -12.6592 0.9753 181151119.8091 7.8488 1.007-13.5067 -14.1431 0.9823 181161120.9314 14.0315 1.0125-10.3112 -13.9728 0.9909 181171117.3011 8.2786 1.0074-11.8783 -13.3746 0.9848 181181113.6104 2.5508 1.0023-13.0529 -12.8121 0.9791 181191109.8583 -1.9884 0.9982-13.8213 -12.2874 0.9747 181201057.2422 -8.7756 0.9917-2.6624 -4.6116 0.9848 181211074.8314 -9.0622 0.9916-2.8214 -5.1787 0.9841 181221092.7133 -9.3622 0.9914-2.7783 -5.7717 0.9836 181231110.8926 -11.1549 0.99-3.7042 -6.3916 0.9809 181241129.3744 -12.9524 0.9885-4.4256 -7.0394 0.9784 181251148.1637 -12.3927 0.9892-4.9750 -7.7161 0.9782 181261153.2592 -11.8555 0.9897-5.2009 -7.3168 0.9789 181271154.6226 -11.2865 0.9902-5.1881 -6.6288 0.9800 181281156.0087 -10.7222 0.9907-4.9681 -5.9494 0.9813 181291157.4178 -10.8456 0.9906-5.1975 -5.2795 0.9816 181301201.0000 0.0000 10.0000 0.0000 1.0000 181311189.4668 0.0000 10.0000 0.0000 1.0000 181321169.1535 0.0000 10.0000 0.0000 1.0000 181331148.5022 0.0000 10.0000 0.0000 1.0000 181341127.5074 0.0000 10.0000 0.0000 1.0000 181351106.1633 0.0000 10.0000 0.0000 1.0000 18表5-1（14） 钢束“顶-TG01”第14施工阶段各项预应力损失及有效预应力节点应力 (考虑瞬间损失) : A (MPa)弹性变形损失: B (MPa)比值 (A+B)/A徐变/收缩损失 (MPa)松弛损失 (MPa)应力(考虑所有损失)/ 应力(考虑瞬间损失)端部有效钢束数151119.8091 -33.7249 0.9699-44.4513 -18.5179 0.9137 18161120.9314 -39.9088 0.9644-45.8076 -18.4426 0.9071 18171117.3011 -42.7823 0.9617-48.4855 -17.8337 0.9024 18181113.6104 -27.3492 0.9754-50.1028 -17.2768 0.9149 18191109.8583 -32.7088 0.9705-51.3463 -16.7748 0.9092 18201012.4426 -36.5724 0.9639-48.7401 -7.5866 0.9082 18211029.2865 -39.6295 0.9615-49.4977 -9.1768 0.9045 18221046.4106 -42.7339 0.9592-49.5665 -10.8426 0.9014 18231063.8196 -42.1449 0.9604-48.5843 -12.5868 0.9029 18241081.5182 -41.3653 0.9618-46.9131 -14.4126 0.9050 18251099.5113 -37.7905 0.9656-44.6692 -16.3229 0.9102 18261103.7975 -34.1612 0.9691-41.3627 -16.5820 0.9166 18271104.3380 -30.0149 0.9728-42.4792 -16.4294 0.9195 18281104.8875 -25.6334 0.9768-42.9020 -16.3341 0.9232 18291105.4461 -19.2036 0.9826-42.6208 -16.2991 0.9293 18301031.1330 -49.9230 0.9516-40.8562 -9.3322 0.9029 18311048.2878 -45.4837 0.9566-39.0630 -11.0056 0.9088 18321065.7281 -38.6013 0.9638-36.5347 -12.7578 0.9175 18331083.4585 -31.8580 0.9706-33.2454 -14.5918 0.9264 18341101.4838 -24.9019 0.9774-29.1855 -16.5108 0.9359 18351119.8091 -14.7408 0.9868-24.5579 -18.5179 0.9484 18361120.9314 -25.0061 0.9777-24.4439 -18.4426 0.9394 18371117.3011 -31.9051 0.9714-29.0370 -17.8337 0.9295 18381113.6104 -37.7795 0.9661-32.8359 -17.2768 0.9211 18391109.8583 -40.1474 0.9638-35.8262 -16.7748 0.9164 18401012.4426 -18.7319 0.9815-35.2642 -7.5866 0.9392 18411029.2865 -21.6073 0.979-37.3764 -9.1768 0.9338 18421046.4106 -24.3237 0.9768-38.8670 -10.8426 0.9293 18431063.8196 -25.3006 0.9762-39.5474 -12.5868 0.9272 18441081.5182 -26.0656 0.9759-39.5864 -14.4126 0.9260 18451099.5113 -24.4044 0.9778-39.0794 -16.3229 0.9274 18461103.7975 -22.5305 0.9796-37.5800 -16.5820 0.9305 18471104.3380 -20.3070 0.9816-39.2107 -16.4294 0.9312 18481104.8875 -17.8546 0.9838-40.1932 -16.3341 0.9327 18491105.4461 -13.0907 0.9882-40.4772 -16.2991 0.9368 18501031.1330 -32.8368 0.9682-38.0191 -9.3322 0.9222 18511048.2878 -29.0273 0.9723-37.0348 -11.0056 0.9265 18521065.7281 -22.8426 0.9786-35.3677 -12.7578 0.9334 18531083.4585 -16.2396 0.985-33.0095 -14.5918 0.9411 18541101.4838 -9.3342 0.9915-29.9381 -16.5108 0.9494 18551119.8091 0.3300 1.0003-26.3453 -18.5179 0.9602 18561120.9314 -9.7497 0.9913-26.8062 -18.4426 0.9509 18571117.3011 -19.1250 0.9829-30.7422 -17.8337 0.9394 18581113.6104 -28.1897 0.9747-33.9551 -17.2768 0.9287 18591109.8583 -33.5956 0.9697-36.4301 -16.7748 0.9218 18601012.4426 -17.6343 0.9826-34.9662 -7.5866 0.9406 18611029.2865 -21.0452 0.9796-36.7201 -9.1768 0.9350 18621046.4106 -24.2915 0.9768-37.9060 -10.8426 0.9302 18631063.8196 -25.1973 0.9763-38.1947 -12.5868 0.9286 18641081.5182 -25.8916 0.9761-37.8978 -14.4126 0.9277 18651099.5113 -24.0225 0.9782-37.1078 -16.3229 0.9296 18661103.7975 -21.9333 0.9801-35.4123 -16.5820 0.9330 18671104.3380 -19.4780 0.9824-36.5991 -16.4294 0.9343 18681104.8875 -16.7649 0.9848-37.1950 -16.3341 0.9364 18691105.4461 -11.6376 0.9895-37.1152 -16.2991 0.9412 18701031.1330 -39.8573 0.9613-34.3949 -9.3322 0.9189 18711048.2878 -35.6841 0.966-33.0285 -11.0056 0.9240 18721065.7281 -29.1338 0.9727-31.0395 -12.7578 0.9316 18731083.4585 -22.2814 0.9794-28.4029 -14.5918 0.9398 18741101.4838 -15.1131 0.9863-25.1167 -16.5108 0.9485 18751119.8091 -5.1089 0.9954-21.3586 -18.5179 0.9598 18761120.9314 -15.4648 0.9862-22.2538 -18.4426 0.9499 18771117.3011 -25.0607 0.9776-26.1778 -17.8337 0.9382 18781113.6104 -34.3247 0.9692-29.4441 -17.2768 0.9272 18791109.8583 -40.0889 0.9639-32.0377 -16.7748 0.9199 18801012.4426 -16.4471 0.9838-30.6722 -7.5866 0.9460 18811029.2865 -20.0635 0.9805-32.5302 -9.1768 0.9400 18821046.4106 -23.4848 0.9776-33.8881 -10.8426 0.9348 18831063.8196 -24.7840 0.9767-34.3978 -12.5868 0.9325 18841081.5182 -25.8686 0.9761-34.3906 -14.4126 0.9310 18851099.5113 -24.3983 0.9778-33.9475 -16.3229 0.9321 18861103.7975 -22.6811 0.9795-32.7053 -16.5820 0.9348 18871104.3380 -20.6323 0.9813-33.5841 -16.4294 0.9360 18881104.8875 -18.3484 0.9834-33.9406 -16.3341 0.9379 18891105.4461 -13.6269 0.9877-33.6514 -16.2991 0.9425 18901031.1330 -33.7581 0.9673-30.3724 -9.3322 0.9288 18911048.2878 -29.8511 0.9715-28.8352 -11.0056 0.9335 18921065.7281 -23.5722 0.9779-26.7544 -12.7578 0.9408 18931083.4585 -16.9917 0.9843-24.1060 -14.5918 0.9486 18941101.4838 -10.1018 0.9908-20.8885 -16.5108 0.9569 18951119.8091 -0.4762 0.9996-17.2579 -18.5179 0.9676 18961120.9314 -10.5075 0.9906-18.5209 -18.4426 0.9577 18971117.3011 -19.8772 0.9822-22.0892 -17.8337 0.9465 18981113.6104 -28.9206 0.974-25.0825 -17.2768 0.9360 18991109.8583 -34.4004 0.969-27.4694 -16.7748 0.9291 181001012.4426 -18.6978 0.9815-25.8755 -7.5691 0.9485 181011029.2865 -21.9562 0.9787-27.5982 -9.1230 0.9430 181021046.4106 -24.9937 0.9761-28.9045 -10.7506 0.9382 181031063.8196 -25.8851 0.9757-29.3900 -12.4549 0.9363 181041081.5182 -26.5602 0.9754-29.4438 -14.2387 0.9351 181051099.5113 -24.6773 0.9776-29.1339 -16.1050 0.9364 181061103.7975 -22.5218 0.9796-28.1569 -16.3180 0.9393 181071104.3380 -20.0677 0.9818-28.2949 -16.1170 0.9416 181081104.8875 -17.3756 0.9843-27.9973 -15.9712 0.9445 181091105.4461 -12.2523 0.9889-27.1046 -15.8832 0.9500 181101031.1330 -40.3452 0.9609-22.6396 -8.8050 0.9304 181111048.2878 -37.2436 0.9645-20.4633 -10.3043 0.9351 181121065.7281 -33.3553 0.9687-17.8465 -11.8738 0.9408 181131083.4585 -29.2839 0.973-14.7565 -13.5164 0.9469 181141101.4838 -24.1836 0.978-11.1895 -15.2348 0.9541 181151119.8091 -13.7487 0.9877-7.2876 -17.0319 0.9660 181161120.9314 -23.7458 0.9788-10.2284 -16.8499 0.9547 181171117.3011 -32.7185 0.9707-14.2437 -16.1567 0.9435 181181113.6104 -41.4665 0.9628-17.7826 -15.5073 0.9329 181191109.8583 -46.4228 0.9582-20.8077 -14.9043 0.9260 181201057.2422 -23.4538 0.9778-19.3934 -8.4080 0.9515 181211074.8314 -28.0901 0.9739-21.9929 -9.6784 0.9444 181221092.7133 -32.7902 0.97-24.2985 -11.0078 0.9377 181231110.8926 -35.8011 0.9678-25.9796 -12.3985 0.9332 181241129.3744 -38.5670 0.9659-27.3508 -13.8528 0.9294 181251148.1637 -38.6801 0.9663-28.4611 -15.3733 0.9281 181261153.2592 -38.5976 0.9665-29.0871 -15.5849 0.9278 181271154.6226 -38.1511 0.967-29.3531 -15.4694 0.9281 181281156.0087 -37.4536 0.9676-29.3053 -15.3982 0.9289 181291157.4178 -34.6382 0.9701-28.7925 -15.3737 0.9319 181301201.0000 -20.0657 0.9833-36.3218 -17.3613 0.9386 181311189.4668 -17.1244 0.9856-34.6757 -16.4628 0.9426 181321169.1535 -34.7897 0.9702-32.6918 -14.9148 0.9295 181331148.5022 -35.9215 0.9687-29.9965 -13.3862 0.9309 181341127.5074 -34.3253 0.9696-26.8424 -11.8788 0.9352 181341106.1633 -17.7527 0.984-170.7409 -16.3435 0.8148 181351106.1633 -26.9684 0.9756-23.1574 -10.3945 0.9453 18表5-1（15） 钢束“顶-TG01”第15施工阶段各项预应力损失及有效预应力节点应力 (考虑瞬间损失) : A (MPa)弹性变形损失: B (MPa)比值 (A+B)/A徐变/收缩损失 (MPa)松弛损失 (MPa)应力(考虑所有损失)/ 应力(考虑瞬间损失)端部有效钢束数151119.8091 -27.4414 0.9755-146.5179 -18.5179 0.8281 18161120.9314 -33.5610 0.9701-153.3096 -18.4426 0.8168 18171117.3011 -36.9331 0.9669-156.4339 -17.8337 0.8110 18181113.6104 -24.7031 0.9778-138.5150 -17.2768 0.8379 18191109.8583 -30.0614 0.9729-142.3503 -16.7748 0.8295 18201012.4426 -33.8512 0.9666-141.4547 -7.5866 0.8194 18211029.2865 -36.8090 0.9642-144.4308 -9.1768 0.8150 18221046.4106 -39.8212 0.9619-145.9055 -10.8426 0.8121 18231063.8196 -39.0918 0.9633-146.7798 -12.5868 0.8134 18241081.5182 -38.2052 0.9647-145.9700 -14.4126 0.8164 18251099.5113 -34.5724 0.9686-143.6097 -16.3229 0.8231 18261103.7975 -30.9277 0.972-138.8442 -16.5820 0.8312 18271104.3380 -26.8141 0.9757-137.0387 -16.4294 0.8368 18281104.8875 -22.4989 0.9796-133.5248 -16.3341 0.8440 18291105.4461 -16.1169 0.9854-128.9826 -16.2991 0.8540 18301031.1330 -41.9602 0.9593-156.7739 -9.3322 0.7982 18311048.2878 -36.9023 0.9648-153.9392 -11.0056 0.8075 18321065.7281 -29.9295 0.9719-147.4107 -12.7578 0.8216 18331083.4585 -23.0680 0.9787-139.5458 -14.5918 0.8364 18341101.4838 -16.0407 0.9854-130.0051 -16.5108 0.8524 18351119.8091 -5.9888 0.9947-118.4008 -18.5179 0.8724 18361120.9314 -15.7171 0.986-127.6907 -18.4426 0.8556 18371117.3011 -22.7062 0.9797-136.6719 -17.8337 0.8414 18381113.6104 -28.8618 0.9741-143.1074 -17.2768 0.8301 18391109.8583 -32.0812 0.9711-144.8000 -16.7748 0.8255 18401012.4426 -15.4864 0.9847-110.5523 -7.5866 0.8680 18411029.2865 -18.2598 0.9823-117.4053 -9.1768 0.8593 18421046.4106 -20.9069 0.98-122.6233 -10.8426 0.8525 18431063.8196 -21.8204 0.9795-126.7015 -12.5868 0.8486 18441081.5182 -22.5555 0.9791-129.1120 -14.4126 0.8464 18451099.5113 -20.8848 0.981-130.1067 -16.3229 0.8478 18461103.7975 -19.0693 0.9827-128.5733 -16.5820 0.8512 18471104.3380 -16.9380 0.9847-128.9297 -16.4294 0.8530 18481104.8875 -14.6114 0.9868-127.6039 -16.3341 0.8565 18491105.4461 -9.9891 0.991-124.9952 -16.2991 0.8631 18501031.1330 -26.2943 0.9745-146.4565 -9.3322 0.8234 18511048.2878 -22.2634 0.9788-143.8310 -11.0056 0.8311 18521065.7281 -16.3050 0.9847-137.5858 -12.7578 0.8436 18531083.4585 -9.9907 0.9908-129.5683 -14.5918 0.8577 18541101.4838 -3.4418 0.9969-119.7208 -16.5108 0.8732 18551119.8091 5.7702 1.0052-108.1390 -18.5179 0.8920 18561120.9314 -3.8474 0.9966-117.3691 -18.4426 0.8754 18571117.3011 -12.9165 0.9884-127.8069 -17.8337 0.8581 18581113.6104 -21.7429 0.9805-136.3971 -17.2768 0.8425 18591109.8583 -27.3586 0.9753-141.5406 -16.7748 0.8327 18601012.4426 -14.9094 0.9853-114.9875 -7.5866 0.8642 18611029.2865 -18.1644 0.9824-121.1899 -9.1768 0.8557 18621046.4106 -21.2899 0.9797-125.7422 -10.8426 0.8491 18631063.8196 -22.0757 0.9792-129.1844 -12.5868 0.8460 18641081.5182 -22.6861 0.979-130.9460 -14.4126 0.8446 18651099.5113 -20.7553 0.9811-131.2930 -16.3229 0.8469 18661103.7975 -18.6766 0.9831-129.0949 -16.5820 0.8511 18671104.3380 -16.2607 0.9853-128.6560 -16.4294 0.8539 18681104.8875 -13.6232 0.9877-126.5241 -16.3341 0.8584 18691105.4461 -8.5862 0.9922-123.1536 -16.2991 0.8661 18701031.1330 -31.7616 0.9692-154.4174 -9.3322 0.8104 18711048.2878 -27.2974 0.974-151.1620 -11.0056 0.8193 18721065.7281 -20.9367 0.9804-144.3337 -12.7578 0.8330 18731083.4585 -14.3488 0.9868-135.6808 -14.5918 0.8481 18741101.4838 -7.5257 0.9932-125.1828 -16.5108 0.8645 18751119.8091 2.0121 1.0018-112.8581 -18.5179 0.8845 18761120.9314 -7.8139 0.993-123.1677 -18.4426 0.8667 18771117.3011 -17.0568 0.9847-134.2725 -17.8337 0.8486 18781113.6104 -26.0491 0.9766-143.5144 -17.2768 0.8322 18791109.8583 -32.0304 0.9711-149.2549 -16.7748 0.8215 18801012.4426 -13.4735 0.9867-112.5008 -7.5866 0.8681 18811029.2865 -16.9240 0.9836-119.6298 -9.1768 0.8584 18821046.4106 -20.2175 0.9807-125.0946 -10.8426 0.8508 18831063.8196 -21.3929 0.9799-129.4153 -12.5868 0.8464 18841081.5182 -22.3929 0.9793-132.0385 -14.4126 0.8439 18851099.5113 -20.8631 0.981-133.2321 -16.3229 0.8450 18861103.7975 -19.1636 0.9826-131.8586 -16.5820 0.8482 18871104.3380 -17.1587 0.9845-131.5454 -16.4294 0.8505 18881104.8875 -14.9583 0.9865-129.5206 -16.3341 0.8545 18891105.4461 -10.3368 0.9906-126.2393 -16.2991 0.8617 18901031.1330 -26.6470 0.9742-149.8788 -9.3322 0.8198 18911048.2878 -22.4508 0.9786-146.6557 -11.0056 0.8282 18921065.7281 -16.3769 0.9846-139.5908 -12.7578 0.8417 18931083.4585 -10.0752 0.9907-130.6824 -14.5918 0.8566 18941101.4838 -3.5428 0.9968-119.9105 -16.5108 0.8729 18951119.8091 5.6187 1.005-107.3381 -18.5179 0.8926 18961120.9314 -3.8385 0.9966-118.2816 -18.4426 0.8746 18971117.3011 -12.7833 0.9886-129.3915 -17.8337 0.8568 18981113.6104 -21.4814 0.9807-138.6214 -17.2768 0.8407 18991109.8583 -27.1149 0.9756-144.1380 -16.7748 0.8306 181001012.4426 -15.1759 0.985-115.3335 -7.5866 0.8636 181011029.2865 -18.1876 0.9823-122.3160 -9.1768 0.8546 181021046.4106 -21.0205 0.9799-127.6095 -10.8426 0.8476 181031063.8196 -21.7134 0.9796-131.7325 -12.5868 0.8439 181041081.5182 -22.2333 0.9794-134.1330 -14.4126 0.8421 181051099.5113 -20.2237 0.9816-135.0831 -16.3229 0.8439 181061103.7975 -18.0251 0.9837-133.4334 -16.5820 0.8478 181071104.3380 -15.5538 0.9859-131.8426 -16.4294 0.8517 181081104.8875 -12.8882 0.9883-128.5159 -16.3341 0.8572 181091105.4461 -7.8110 0.9929-123.9101 -16.2991 0.8661 181101031.1330 -30.1608 0.9707-159.4499 -9.3322 0.8071 181111048.2878 -26.5201 0.9747-156.5274 -11.0056 0.8149 181121065.7281 -22.2901 0.9791-151.3950 -12.7578 0.8251 181131083.4585 -17.9241 0.9835-144.5579 -14.5918 0.8366 181141101.4838 -12.7803 0.9884-134.9673 -16.5108 0.8509 181151119.8091 -2.9459 0.9974-120.2730 -18.5179 0.8734 181161120.9314 -12.6797 0.9887-133.4113 -18.4426 0.8532 181171117.3011 -21.6513 0.9806-145.2092 -17.8337 0.8347 181181113.6104 -30.4708 0.9726-155.2761 -17.2768 0.8177 181191109.8583 -36.1504 0.9674-161.0163 -16.7748 0.8072 181201057.2422 -19.1784 0.9819-123.0630 -11.4416 0.8546 181211074.8314 -23.6985 0.978-133.8577 -13.2203 0.8411 181221092.7133 -28.2663 0.9741-143.3479 -15.0818 0.8291 181231110.8926 -31.1179 0.972-151.8790 -17.0294 0.8199 181241129.3744 -33.7778 0.9701-158.5950 -19.0663 0.8128 181251148.1637 -33.8312 0.9705-163.6795 -21.1960 0.8095 181261153.2592 -33.7683 0.9707-166.2522 -21.6827 0.8078 181271154.6226 -33.4264 0.971-166.6771 -21.7665 0.8078 181281156.0087 -32.8864 0.9716-165.2882 -21.9166 0.8096 181291157.4178 -30.2236 0.9739-162.7174 -22.1363 0.8142 181301201.0000 -15.1940 0.9873-183.9602 -27.2976 0.8114 181311189.4668 -12.4694 0.9895-176.8564 -25.8849 0.8191 181321169.1535 -25.6328 0.9781-199.6164 -23.4509 0.7873 181331148.5022 -26.2808 0.9771-194.6622 -21.0474 0.7893 181341127.5074 -24.8163 0.978-184.3645 -18.6773 0.7979 181351106.1633 -17.7527 0.984-170.7409 -16.3435 0.8148 186 钢束布置后内力计算及组合桥梁实际受力较为复杂，混凝土和钢束共同作用，相互影响，相互制约，因而在设计计算时，应考虑混凝土和钢束共同作用。6.1 施工阶段荷载效应本桥采用现场浇注顶推法施工，施工阶段的荷载种类主要有：混凝土梁体自重、预加力、施工阶段混凝土收缩徐变等。累计这些荷载效应，可得到各个施工阶段的最终内力结果。各施工阶段荷载累计效应值见表6-1。表6-1（1） 第1施工阶段荷载累计效应结果截面编号轴力 (kN)剪力-z (kN)弯矩-y (kNm)1钢导梁前端-0.54-30.2208钢导梁中点-1.17-65.5-35.4615钢导梁末端-8.15-456.472255.3515（第一跨左支点）-55487.89-1952.04-11404.6220（第一跨1/4）-51104.90-13984.33表6-1（2） 第2施工阶段荷载累计效应结果截面编号轴向 (kN)剪力-z (kN)弯矩-y (kNm)1钢导梁前端0008钢导梁中点-0.26-14.63-245.515钢导梁末端-7.51-420.742963.0815（第一跨左支点）-70698.87-420.85819.7120（第一跨1/4）-68008.272534.23-13241.0425（第一跨跨中）-20176.79-2452.094639.9430（第一跨3/4）-18583.27017265.68表6-1（3） 第3施工阶段荷载累计效应结果截面编号轴向 (kN)剪力-z (kN)弯矩-y (kNm)1钢导梁前端0008钢导梁中点2.38133.55-986.5315钢导梁末端7.51420.3-5568.8315（第一跨左支点）-69920.49420.37-2503.8920（第一跨1/4）-67182.361082.43-2263.825（第一跨跨中）-66322.97-1580.439611.530（第一跨3/4）-68868.79-736.0518455.1635（第一跨右支点）-55485.87-627.21-1391.3735（第二跨左支点）-55486.22-627.21-1391.3740（第二跨1/4）-51102.42507.49-13294.22表6-1（4） 第4施工阶段荷载累计效应结果截面编号轴向 (kN)剪力-z (kN)弯矩-y (kNm)1钢导梁前端0008钢导梁中点-23.97-1342.466394.6615钢导梁末端-18.85-1055.727646.6415（第一跨左支点）-69372.4-1055.8729138.9320（第一跨1/4）-66756.793431.1410412.0325（第一跨跨中）-65326.16948.51-49580.8330（第一跨3/4）-67556.98-3644.43-20804.0335（第一跨右支点）-70640.87-142.522049.5135（第二跨左支点）-70641.02-142.522049.5140（第二跨1/4）-67986.93362.14-16334.9345（第二跨跨中）-20176.8-2453.674746.9950（第二跨3/4）-18583.29017355.44表6-1（5） 第5施工阶段荷载累计效应结果截面编号轴向 (kN)剪力-z (kN)弯矩-y (kNm)1钢导梁前端0008钢导梁中点2.38133.55-986.5815钢导梁末端7.51420.31-5568.9615（第一跨左支点）-69182.57420.37-2626.1920（第一跨1/4）-66441.39-3161.1937957.3825（第一跨跨中）-64754.41356.1856542.1830（第一跨3/4）-67046.693873.5429482.0535（第一跨右支点）-69967.337386.49-37357.835（第二跨左支点）-69964.587386.49-37357.7940（第二跨1/4）-67195.23-2495.28-17707.8145（第二跨跨中）-66321.22-1514.9510198.9450（第二跨3/4）-68869.7-759.918654.3155（第二跨右支点）-55486.1-629.38-1453.4855（第三跨左支点）-55486.23-629.38-1453.4860（第三跨1/4）-51102.42515.81-13370.59表6-1（6） 第6施工阶段荷载累计效应结果截面编号轴向 (kN)剪力-z (kN)弯矩-y (kNm)1钢导梁前端0008钢导梁中点-19.96-1117.735270.8615钢导梁末端-14.84-830.9822589.5415（第一跨左支点）-68940.83-831.1124249.4520（第一跨1/4）-66327.253655.92700.325（第一跨跨中）-64699.237173.27-59950.4830（第一跨3/4）-66809.25-5160.67-17077.9135（第一跨右支点）-69331.19-1647.7323849.6835（第二跨左支点）-69331.95-1647.7323849.6840（第二跨1/4）-66692.41867.9823240.2845（第二跨跨中）-65273.535399.16-18926.1850（第二跨3/4）-67520.57-2210.87-62.6755（第二跨右支点）-70691.191049.387108.1855（第三跨左支点）-70690.991049.387108.1860（第三跨1/4）-68001.562217.12-14280.9165（第三跨跨中）-20176.8-2458.634709.7870（第三跨3/4）-18583.29017355.44表6-1（7） 第7施工阶段荷载累计效应结果截面编号轴向 (kN)剪力-z (kN)弯矩-y (kNm)1钢导梁前端0008钢导梁中点2.38133.55-986.5815钢导梁末端7.51420.31-5568.9415（第一跨左支点）-68865.87420.37-2690.4120（第一跨1/4）-66132.25-2843.4834854.8625（第一跨跨中）-64337.79673.8949797.0330（第一跨3/4）-66555.24191.2518901.4735（第一跨右支点）-69276.467704.2-51765.4335（第二跨左支点）-69273.597704.2-51765.4240（第二跨1/4）-66505.5-4998.17-9228.1245（第二跨跨中）-64795.95-146730474.9150（第二跨3/4）-67052.332064.1725046.1755（第二跨右支点）-69979.955592.03-20694.5855（第三跨左支点）-69978.915592.03-20694.5860（第三跨1/4）-67189.73-1211.26-8926.9165（第三跨跨中）-66299.99-1320.3311628.8270（第三跨3/4）-68870.01-753.8118613.9475（第三跨右支点）-55486.1-630.54-1447.5475（第四跨左支点）-55486.23-630.54-1447.5480（第四跨1/4）-51102.412503.35-13294.22表6-1（8） 第8施工阶段荷载累计效应结果截面编号轴向 (kN)剪力-z (kN)弯矩-y (kNm)1钢导梁前端00.0108钢导梁中点-21.18-1185.815611.2715钢导梁末端-16.05-899.0624121.4715（第一跨左支点）-68659.93-899.225673.8620（第一跨1/4）-66053.623587.814903.925（第一跨跨中）-64387.647105.18-56890.730（第一跨3/4）-66479.37-4695.72-18275.5735（第一跨右支点）-68913.46-1182.7717196.9735（第二跨左支点）-68914.04-1182.7717196.9740（第二跨1/4）-66281.242332.9410885.2645（第二跨跨中）-64666.895864.11-36873.4150（第二跨3/4）-66774.77-4495.312778.1755（第二跨右支点）-69362.34-967.4535265.6955（第三跨左支点）-69362.53-967.4535265.6860（第三跨1/4）-66701.372560.4126554.6365（第三跨跨中）-65265.426091.59-23658.6770（第三跨3/4）-67527.53-2603.08-2746.2375（第三跨右支点）-70690.44908.217375.6275（第四跨左支点）-70690.27908.217375.6280（第四跨1/4）-67998.842505.58-14382.8985（第四跨跨中）-20176.8-2458.164713.3390（第四跨3/4）-18583.29017355.44表6-1（9） 第9施工阶段荷载累计效应结果截面编号轴向 (kN)剪力-z (kN)弯矩-y (kNm)1钢导梁前端00.0108钢导梁中点2.38133.56-986.6215钢导梁末端7.51420.31-5569.0615（第一跨左支点）-68614.03420.38-2743.0420（第一跨1/4）-65886.43-2966.7935980.5725（第一跨跨中）-64079.02550.5852480.3230（第一跨3/4）-66286.194067.9423016.435（第一跨右支点）-68947.217580.89-46169.6635（第二跨左支点）-68944.47580.89-46169.6540（第二跨1/4）-66190.86-4418.51-8904.0645（第二跨跨中）-64380.68-887.3423969.6150（第二跨3/4）-66567.892643.8311551.5655（第二跨右支点）-69302.066171.69-41157.2655（第三跨左支点）-69300.916171.69-41157.2660（第三跨1/4）-66496.66-4606.771432.0665（第三跨跨中）-64766.3-1075.636676.7970（第三跨3/4）-67050.632455.5726531.5875（第三跨右支点）-69989.975977.91-23752.8775（第四跨左支点）-69988.865977.91-23752.8780（第四跨1/4）-67189.01-1527.52-9918.8585（第四跨跨中）-66298.51-1291.7311851.7390（第四跨3/4）-68869.7-759.9318654.0595（第四跨右支点）-55486.1-629.37-1453.4395（第五跨左支点）-55486.23-629.37-1453.43100（第五跨1/4）-51102.42515.81-13370.59表6-1（10） 第10施工阶段荷载累计效应结果截面编号轴向 (kN)剪力-z (kN)弯矩-y (kNm)1钢导梁前端00.0108钢导梁中点-20.74-1161.25488.1615钢导梁末端-15.62-874.4423567.515（第一跨左支点）-68432.57-874.5825112.6220（第一跨1/4）-65832.183612.434020.5225（第一跨跨中）-64157.697129.8-58039.4630（第一跨3/4）-66241.83-4824.33-18261.735（第一跨右支点）-68635.68-1311.3818819.1335（第二跨左支点）-68636.31-1311.3818819.1340（第二跨1/4）-66006.482204.3313996.7145（第二跨跨中）-64352.985735.5-32227.2550（第二跨3/4）-66442.3-4007.653065.0155（第二跨右支点）-68939.25-479.7929801.9655（第三跨左支点）-68939.35-479.7929801.9660（第三跨1/4）-66286.473048.0715125.2365（第三跨跨中）-64657.216579.24-40930.6470（第三跨3/4）-66784.99-4649.47-1552.1875（第三跨右支点）-69367.57-1127.1332903.1275（第四跨左支点）-69367.79-1127.1332903.1280（第四跨1/4）-66696.872395.226107.1685（第四跨跨中）-65261.255926.38-22234.8990（第四跨3/4）-67524.79-2524.74-1681.8395（第四跨右支点）-70692.53992.077377.0695（第五跨左支点）-70692.35992.077377.06100（第五跨1/4）-68000.082397.54-14470.39105（第五跨跨中）-20176.8-2458.194713.11110（第五跨3/4）-18583.29017355.44表6-1（11） 第11施工阶段荷载累计效应结果截面编号轴向 (kN)剪力-z (kN)弯矩-y (kNm)1钢导梁前端00.0108钢导梁中点2.38133.56-986.6415钢导梁末端7.51420.31-5569.0515（第一跨左支点）-68403.85420.38-2782.5520（第一跨1/4）-65683.21-2945.135736.4725（第一跨跨中）-63870.71572.2752046.4430（第一跨3/4）-66072.264089.6322281.7835（第一跨右支点）-68700.467602.58-47156.0635（第二跨左支点）-68697.637602.58-47156.0540（第二跨1/4）-65947.12-4548-8729.3345（第二跨跨中）-64123.02-1016.8325726.8750（第二跨3/4）-66299.192514.3414803.9655（第二跨右支点）-68973.816042.2-36355.5855（第三跨左支点）-68972.696042.2-36355.5860（第三跨1/4）-66182.14-4072.311426.4265（第三跨跨中）-64350.79-541.1330405.0270（第三跨3/4）-66565.032990.0413817.9475（第三跨右支点）-69309.86512.38-42892.6475（第四跨左支点）-69308.596512.38-42892.6380（第四跨1/4）-66496.47-4683.57-427.9685（第四跨跨中）-64766.97-1152.435634.1490（第四跨3/4）-67050.272378.7826398.3895（第四跨右支点）-69988.935906.64-23099.8195（第五跨左支点）-69987.845906.64-23099.81100（第五跨1/4）-67190.19-1456.07-9753.24105（第五跨跨中）-66298.88-1297.0811811.55110（第五跨3/4）-68869.97-753.0418619.45115（第五跨右支点）-55486.13-633.84-1397.79115（第六跨左支点）-55486.3-633.84-1397.79120（第六跨1/4）-51102.042514.08-13541.41表6-1（12） 第12施工阶段荷载累计效应结果截面编号轴向 (kN)剪力-z (kN)弯矩-y (kNm)1钢导梁前端00.0108钢导梁中点-20.76-1162.335493.8115钢导梁末端-15.64-875.5823593.0515（第一跨左支点）-68239.73-875.7225110.1120（第一跨1/4）-65644.423611.34012.6225（第一跨跨中）-63964.317128.66-58007.230（第一跨3/4）-66044.41-4797.6-18488.2435（第一跨右支点）-68411.59-1284.6518332.1735（第二跨左支点）-68412.21-1284.6518332.1740（第二跨1/4）-657872231.0613149.1145（第二跨跨中）-64124.255762.23-33405.3950（第二跨3/4）-66205.06-4133.282994.3355（第二跨右支点）-68660.81-605.4231284.3955（第三跨左支点）-68660.94-605.4231284.3960（第三跨1/4）-66011.572922.4318070.9665（第三跨跨中）-64343.496453.61-36471.7370（第三跨3/4）-66452.96-4160.94-1460.3275（第三跨右支点）-68945.41-638.627238.5775（第四跨左支点）-68945.54-638.627238.5780（第四跨1/4）-66282.942883.7314465.8385（第四跨跨中）-64653.516414.91-39733.6890（第四跨3/4）-66781.81-4612.16-328.2395（第四跨右支点）-69370.04-1084.3133554.995（第五跨左支点）-69370.25-1084.3133554.9100（第五跨1/4）-66700.742443.5526221.81105（第五跨跨中）-65262.345974.73-22599.87110（第五跨3/4）-67525.76-2541.35-2003.26115（第五跨右支点）-70688.21963.317454.35115（第六跨左支点）-70687.75963.317454.34120（第六跨1/4）-67992.552417.43-14623.27125（第六跨跨中）-20176.83-2447.524674.19130（第六跨3/4）-18583.51017215.04表6-1（13） 第13施工阶段荷载累计效应结果截面编号轴向 (kN)剪力-z (kN)弯矩-y (kNm)1钢导梁前端00.0108钢导梁中点2.38133.56-986.6815钢导梁末端7.51420.32-5569.1615（第一跨左支点）-68225.41420.38-2816.7520（第一跨1/4）-65510.15-2958.8435837.4525（第一跨跨中）-63693.85558.5252364.530（第一跨3/4）-65890.054075.8922732.3135（第一跨右支点）-68490.357588.84-46530.9835（第二跨左支点）-68487.547588.84-46530.9740（第二跨1/4）-65743.52-4497.53-8570.4945（第二跨跨中）-63914.68-966.3625313.3350（第二跨3/4）-66085.572564.8113738.1455（第二跨右支点）-68727.696092.68-38020.555（第三跨左支点）-68726.566092.68-38020.560（第三跨1/4）-65939.18-4223.861079.5565（第三跨跨中）-64093.81-692.6931921.5470（第三跨3/4）-66296.552838.4917096.7175（第三跨右支点）-68980.466360.83-37802.575（第四跨左支点）-68979.286360.83-37802.580（第四跨1/4）-66181.28-4134.44-235.885（第四跨跨中）-64351.32-603.2629380.1990（第四跨3/4）-66564.852927.9113526.5395（第四跨右支点）-69308.866455.77-42572.5995（第五跨左支点）-69307.676455.77-42572.59100（第五跨1/4）-66498.66-4664.86-121.75105（第五跨跨中）-64767-1133.6935814.58110（第五跨3/4）-67050.662397.4926355.62115（第五跨右支点）-69985.655913.2-23165.92115（第六跨左支点）-69983.285913.2-23165.92120（第六跨1/4）-67179.9-1591.35-8938.88125（第六跨跨中）-70320.98-1048.1810165.61130（第六跨3/4）-73282.93-82.8111529.24135（第六跨右支点）-69686.7505143.92表6-1（14） 第14施工阶段荷载累计效应结果截面编号轴向 (kN)剪力-z (kN)弯矩-y (kNm)15（第一跨左支点）-103286.29-6650.7826119.7620（第一跨1/4）-117641.01-2817.594430.7625（第一跨跨中）-115006.381522.6616076.6130（第一跨3/4）-114777.945730.56-28876.8335（第一跨右支点）-121389.1410644.66-31838.5435（第二跨左支点）-121386.47-11038.37-31838.5340（第二跨1/4）-129227.56-4905.7515041.7445（第二跨跨中）-92722.9-149.5810933.6350（第二跨3/4）-93607.364606.59-16011.8255（第二跨右支点）-97998.49844.83-37239.3755（第三跨左支点）-97998.41-9826.2-37239.3760（第三跨1/4）-120420.97-4587.969644.365（第三跨跨中）-92894.19168.2110446.1570（第三跨3/4）-93812.54924.38-20254.3675（第三跨右支点）-108016.4910157.1-35814.1175（第四跨左支点）-108016.51-10186.07-35814.1180（第四跨1/4）-129641.74-4953.3514559.7985（第四跨跨中）-93120.65-197.1811114.2790（第四跨3/4）-94039.154558.99-15148.1395（第四跨右支点）-98504.799797.23-35734.7495（第五跨左支点）-98504.8-9803.36-35734.74100（第五跨1/4）-120909.38-4565.1310858.22105（第五跨跨中）-93425.87191.0411275.06110（第五跨3/4）-94385.384947.22-19511.54115（第五跨右支点）-122593.6511079.83-32326.08115（第六跨左支点）-122596.37-10657.15-32326.09120（第六跨1/4）-151681.25-5743.045160.41125（第六跨跨中）-120225.03-1535.1514475.64130（第六跨3/4）-123691.452805.12831.15135（第六跨右支点）-103120.566638.2828678.41表6-1（15） 第15施工阶段荷载累计效应结果截面编号轴向 (kN)剪力-z (kN)弯矩-y (kNm)15（第一跨左支点）-94155.96-6853.2222556.5520（第一跨1/4）-106428.86-2814.0810457.9125（第一跨跨中）-104311.261596.3420476.3230（第一跨3/4）-103603.685894.82-23619.6335（第一跨右支点）-110076.2610869.24-38408.4535（第二跨左支点）-110073.76-11040.27-38408.440（第二跨1/4）-115944-4967.1211766.145（第二跨跨中）-84756.4-194.3811841.550（第二跨3/4）-85525.524578.36-13706.9155（第二跨右支点）-89741.139836.47-40028.6155（第三跨左支点）-89741.14-9846.88-40028.6260（第三跨1/4）-108147.88-4588.769036.9765（第三跨跨中）-84611.52183.9712192.3270（第三跨3/4）-85348.434956.71-17590.7275（第三跨右支点）-98047.6910214.83-40409.3875（第四跨左支点）-98047.71-10233.4-40409.3880（第四跨1/4）-115284.59-4975.2812233.5385（第四跨跨中）-84466.38-202.5512664.0190（第四跨3/4）-85242.664570.19-12608.6395（第四跨右支点）-89464.219828.31-39112.3695（第五跨左支点）-89464.22-9772-39112.36100（第五跨1/4）-107454.19-4513.889057.73105（第五跨跨中）-84260.03258.8611408.24110（第五跨3/4）-84960.35031.6-18883.51115（第五跨右支点）-108929.0711087.47-40789.31115（第六跨左支点）-108931.57-10932.43-40789.37120（第六跨1/4）-131035.78-5959.085008.4125（第六跨跨中）-105996.77-1643.819062.82130（第六跨3/4）-108776.612775.839467.49135（第六跨右支点）-89806.916883.4923338.056.2 使用阶段荷载效应6.2.1 收缩徐变对预加力及结构重力影响效应本设计混凝土加载龄期为28d，收缩徐变计算终止龄期为3650d，计算结果见表6-2。 表6-2 收缩徐变效应计算结果截面编号剪力-z (kN)弯矩-y (kNm)15（第一跨左支点）-23.43020（第一跨1/4）-23.43292.8225（第一跨跨中）-23.43585.6430（第一跨3/4）-23.43878.4635（第一跨右支点）-23.431171.2735（第二跨左支点）73.191171.2740（第二跨1/4）73.19256.3845（第二跨跨中）73.19-658.5250（第二跨3/4）73.19-1573.4155（第二跨右支点）73.19-2488.355（第三跨左支点）-1.84-2488.360（第三跨1/4）-1.84-2465.2465（第三跨跨中）-1.84-2442.1970（第三跨3/4）-1.84-2419.1375（第三跨右支点）-1.84-2396.0875（第四跨左支点）-9.63-2396.0880（第四跨1/4）-9.63-2275.7485（第四跨跨中）-9.63-2155.490（第四跨3/4）-9.63-2035.0795（第四跨右支点）-9.63-1914.7395（第五跨左支点）36.82-1914.73100（第五跨1/4）36.82-2374.96105（第五跨跨中）36.82-2835.19110（第五跨3/4）36.82-3295.42115（第五跨右支点）36.82-3755.65115（第六跨左支点）-75.11-3755.65120（第六跨1/4）-75.11-2816.74125（第六跨跨中）-75.11-1877.83130（第六跨3/4）-75.11-938.91135（第六跨右支点）-75.110对本桥来讲，当在配筋估算时，若考虑主梁混凝土徐变自重次内力将使估算结果偏安全，但此项计算较复杂，因此在进行估算时可以不考虑收缩徐变次内力，但应根据经验适当提高估算值。6.2.2 其它荷载效应其它荷载主要指汽车、人群、温度、支座不均匀沉降等，由于这些荷载效应与是否考虑预应力钢束作用相差甚微（主要是主梁截面刚度发生变化），因而其效应值取钢束估算时的内力值。6.3 内力组合（二）计算得到各种荷载效应内力值后，即可进行第二次内力组合。按承载能力极限状态进行内力组合时，不计预加力作用，但计入预加力产生的次内力，组合结果见表6-3、6-4、6-5。表6-3 承载能力极限状态内力组合（二） 截面编号剪力-z (kN)弯矩-y (kNm)Max MinMaxMin15（第一跨左支点）-10631.75-14734.030020（第一跨1/4）-3101.76-6490.84118278.9983774.6925（第一跨跨中）3619.43297.76140759.6594793.3930（第一跨3/4）10439.96771.3371978.0234220.9735（第一跨右支点）17840.613462.29-70754.1-111238.2335（第二跨左支点）-11579.88-16418.05-70754.1-111238.2340（第二跨1/4）-4922.26-8910.9851537.8114595.2745（第二跨跨中）1716.26-205698757.6656187.8850（第二跨3/4）8573.224567.9556584.1619597.8155（第二跨右支点）16064.8611153.84-59650.17-101948.455（第三跨左支点）-11157.05-16071.2-59650.17-101948.460（第三跨1/4）-4516.88-8573.1456198.6219510.265（第三跨跨中）2116.97-1714.1498416.5956115.1570（第三跨3/4）8976.044918.5151316.011438475（第三跨右支点）16472.9411554.5-69804.65-112157.7575（第四跨左支点）-11574.49-16492.93-69804.65-112157.7580（第四跨1/4）-4938.5-8996.0351565.9114633.985（第四跨跨中）1694.15-2136.9698916.3956614.9590（第四跨3/4）8553.154496.8956948.3220259.995（第四跨右支点）16051.2111137.05-58650.56-100948.7995（第五跨左支点）-11098.48-16009.49-58650.56-100948.79100（第五跨1/4）-4512.58-8517.8556891.6719905.31105（第五跨跨中）2111.37-1660.8998373.0655803.27110（第五跨3/4）8966.364977.6350461.0913518.55115（第五跨右支点）16473.4211635.25-72522.94-113007.07115（第六跨左支点）-13497.66-17875.98-72522.94-113007.07120（第六跨1/4）-6806.7-10475.2770651.3932894.35125（第六跨跨中）-333.14-3654.8139875.2393908.97130（第六跨3/4）6455.463066.39117836.7883332.49135（第六跨右支点）14698.6610596.3700弯矩包络图（单位：kNm）剪力包络图（单位：kN）图6.1 承载能力极限状态内力包络图表6-4 正常使用极限状态短期效应内力组合（二）截面编号剪力-z (kN)弯矩-y (kNm)MaxMinMaxMin15（第一跨左支点）-6891.98-8967.8322556.5522556.5520（第一跨1/4）-2574.53-4305.2629458.8510971.6725（第一跨跨中）2283.69586.9847970.321503.8330（第一跨3/4）7089.185217.443275.78-22078.3635（第一跨右支点）12583.1310357.01-12950.06-42674.5935（第二跨左支点）-10437.28-13138.38-12950.02-42674.5540（第二跨1/4）-4211.09-6502.939197.4516963.0445（第二跨跨中）968.44-1214.1642112.1718275.7250（第二跨3/4）6258.73958.5513410.12-11118.1855（第二跨右支点）12072.989339.24-15663.52-48922.255（第三跨左支点）-9280.99-12080.54-15663.52-48922.2160（第三跨1/4）-3877.38-6263.6835265.1611371.8765（第三跨跨中）1299.81-972.8941759.3517268.5470（第三跨3/4）6590.694203.759436.19-15002.9175（第三跨右支点）12407.099605.58-14785.79-48603.6675（第四跨左支点）-9624.15-12425.66-14785.79-48603.6680（第四跨1/4）-4222.32-6609.2639260.4414821.3485（第四跨跨中）954.32-1318.3942231.0517740.2490（第四跨3/4）6245.113858.8113619.56-10273.7395（第四跨右支点）12061.979262.42-14747.26-48005.9595（第五跨左支点）-9274.77-12008.5-14747.27-48005.95100（第五跨1/4）-3894.07-6194.2236174.7611646.46105（第五跨跨中）1278.64-903.9641678.917842.45110（第五跨3/4）6567.384275.578547.84-13686.57115（第五跨右支点）13185.5710484.47-15330.93-45055.46115（第六跨左支点）-10420.19-12646.32-15330.99-45055.51120（第六跨1/4）-5281.7-7153.4331903.816549.67125（第六跨跨中）-634.43-2331.1546556.8120090.34130（第六跨3/4）4267.022536.2928468.439981.25135（第六跨右支点）8998.096922.2523338.0523338.05弯矩包络图（单位：kNm）剪力包络图（单位：kN）图6.2 正常使用极限状态短期效应内力包络图表6-5 正常使用极限状态长期效应内力组合（二）截面编号剪力-z (kN)弯矩-y (kNm)MaxMinMaxMin15（第一跨左支点）-6962.9-8229.7522556.5522556.5520（第一跨1/4）-2767.74-3850.6323538.4211845.625（第一跨跨中）1889.75824.6340873.923251.6930（第一跨3/4）6464.045307.44-859.12-19456.5735（第一跨右支点）11717.5110374.78-13772.98-36219.8735（第二跨左支点）-10529.96-12289.77-13772.94-36219.8240（第二跨1/4）-4371.36-5912.563544520127.0445（第二跨跨中）626.85-857.2736223.5620750.7450（第二跨3/4）5682.84137.249449.98-8408.9555（第二跨右支点）11241.359463.49-17225.8-43106.3255（第三跨左支点）-9391.22-11241.13-17225.8-43106.3260（第三跨1/4）-4051.91-5681.0731220.2113999.9665（第三跨跨中）945.07-624.7135723.8119462.7270（第三跨3/4）6001.464371.975470.62-12301.2675（第三跨右支点）11561.259710.27-16142.14-42625.4875（第四跨左支点）-9728.84-11579.82-16142.14-42625.4880（第四跨1/4）-4390.54-6020.0335294.8717522.9985（第四跨跨中）606.14-963.6436195.5119934.4290（第四跨3/4）5662.54033.349574.61-7645.6395（第四跨右支点）11222.569372.65-16309.54-42190.0695（第五跨左支点）-9399.01-11176.88-16309.54-42190.06100（第五跨1/4）-4072.76-5618.3332214.6214355.69105（第五跨跨中）921.75-562.3735790.320317.47110（第五跨3/4）5977.044435.844795.39-10522.57115（第五跨右支点）12336.9610577.15-16153.85-38600.73115（第六跨左支点）-10437.97-11780.69-16153.91-38600.79120（第六跨1/4）-5371.7-6528.327768.929171.46125（第六跨跨中）-872.09-1937.2139460.421838.19130（第六跨3/4）3812.392729.492254810855.18135（第六跨右支点）8260.026993.1623338.0523338.05弯矩包络图（单位：kNm）剪力包络图（单位：kN）图6.3 正常使用极限状态长期效应内力包络图7 强度计算与验算 预应力混凝土连续梁桥在使用荷载作用下一般不产生轴力或轴力很小，可忽略不计，因而在实际强度计算过程中，对其可按受弯构件进行受力分析。本桥只进行承载能力极限状态下正截面强度验算，对于斜截面抗剪强度，因现行规范尚无计算公式，故只通过主拉应力来验算。7.1 计算方法桥梁构件的承载能力极限状态计算，应采用下列表达式： （7-1） （7-2）式中：桥梁结构的重要性系数，按公路桥涵的设计安全等级，一级、二级、三级分别取用1.1、1.0、0.9；桥梁的抗震设计不考虑结构的重要性系数；作用（或荷载）效应（其中汽车荷载应计入冲击系数）的组合设计值，当进行预应力混凝土连续梁等超静定结构的承载能力极限状态计算时，公式中的作用（或荷载）效应项应改为，其中为预应力（扣除全部预应力损失）引起的次效应；为预应力分项系数，当预应力效应对结构有利时取=1.0；对结构不利时，取=1.2；构件承载力设计值；构件承载力函数；材料强度设计值；几何参数设计值，当无可靠数据时，可采用几何参数标准值，即设计文件规定值。根据桥规第5.2.3条，翼缘位于受压区的T形截面受弯构件，其正截面抗弯承载力计算应符合下列规定，箱形截面可参照T形截面进行计算。当符合下列条件时： (7-3)按公式（7-4）、（7-5）计算正截面抗弯承载力。 （7-4） （7-5）当不符合上列条件时，计算中应考虑截面腹板受压作用，正截面抗弯承载力应按公式（7-6）计算： （7-6）受压区高度应按公式（7-7）计算： （7-7）式中：桥梁结构的重要性系数，按桥规第5.1.5条的规定采用；弯矩组合设计值；混凝土轴心抗压强度设计值，按桥规第3.1.4条的规定采用；纵向普通钢筋的抗拉强度设计值和抗压强度设计值；纵向预应力钢筋的抗拉强度设计值和抗压强度设计值；受拉区、受压区纵向普通钢筋的截面面积；受拉区、受压区纵向预应力钢筋的截面面积；矩形截面宽度或T形截面腹板宽度；截面有效高度，此处为截面全高；受拉区普通钢筋和预应力钢筋的合力点至受拉区边缘的距离；受压区普通钢筋合力点、预应力钢筋合力点至受压区边缘的距离；受压区预应力钢筋合力点处混凝土法向应力等于零时预应力钢筋的应力；T形或I形截面受压翼缘厚度；T形或I形截面受压翼缘的有效宽度，按桥规第4.2.2条的规定采用。注：当桥梁为预应力混凝土连续梁等超静定结构时，上式中的应改用桥规第5.1.5条的规定进行作用（或荷载）效应组合。7.2 计算结果正截面强度计算及验算结果见表7-1。表7-1 正截面强度计算及验算截面编号验算截面上端最大应力Sig_T (MPa)截面下端最大应力Sig_B (MPa)容许压应力Sig_ALW (MPa)15（第一跨左支点）OK10.442 5.736 16.220（第一跨1/4）OK12.874 5.062 16.225（第一跨跨中）OK14.707 2.246 16.230（第一跨3/4）OK5.766 13.634 16.235（第一跨右支点）OK3.580 15.717 16.235（第二跨左支点）OK3.580 15.717 16.240（第二跨1/4）OK14.584 4.694 16.245（第二跨跨中）OK12.444 1.131 16.250（第二跨3/4）OK5.075 10.800 16.255（第二跨右支点）OK1.660 16.036 16.255（第三跨左支点）OK1.660 16.036 16.260（第三跨1/4）OK13.492 4.525 16.265（第三跨跨中）OK12.381 1.183 16.270（第三跨3/4）OK4.709 11.247 16.275（第三跨右支点）OK2.298 14.914 16.275（第四跨左支点）OK2.298 14.914 16.280（第四跨1/4）OK14.504 4.677 16.285（第四跨跨中）OK12.413 1.112 16.290（第四跨3/4）OK5.204 10.579 16.295（第四跨右支点）OK1.724 15.904 16.295（第五跨左支点）OK1.724 15.904 16.2100（第五跨1/4）OK13.528 4.346 16.2105（第五跨跨中）OK12.367 1.131 16.2110（第五跨3/4）OK4.537 11.389 16.2115（第五跨右支点）OK3.279 15.903 16.2115（第六跨左支点）OK3.279 15.903 16.2120（第六跨1/4）OK15.256 7.098 16.2125（第六跨跨中）OK14.742 2.581 16.2130（第六跨3/4）OK13.120 5.273 16.2135（第六跨右支点）OK10.229 5.231 16.28 应力、变形及其他验算8.1 施工阶段应力计算与验算8.1.1 计算方法由预加力产生的混凝土法向应力应按公式（8-1）计算： （8-1）式中：由预加力产生的混凝土法向压应力和拉应力；净截面面积，即为扣除管道等削弱部分后的混凝土全部截面面积与纵向普通钢筋截面面积换算成混凝土的截面面积之和；对由不同混凝土强度等级组成的截面，应按混凝土弹性模量比值换算成同一混凝土强度等级的截面面积。后张法构件的预应力钢筋和普通钢筋的合力； 净截面惯性矩；净截面重心至预应力钢筋和普通钢筋合力点的距离；净截面重心至计算纤维处的距离；由预加力在后张法预应力混凝土连续梁等超静定结构中产生的次弯矩。根据桥规第7.2.8条，预应力混凝土受弯构件，在预应力和构件自重等施工荷载作用下截面边缘混凝土的法向应力应符合下列规定：压应力 （8-2）拉应力当时，预拉区应配置其配筋率不小于0.2%的纵向钢筋；当时，预拉区应配置其配筋率不小于0.4%的纵向钢筋；当时，预拉区应配置的纵向钢筋配筋率按以上两者直线内插取用。拉应力不应超过。式中：按短暂状况计算时截面预压区、预拉区边缘混凝土的压应力、拉应力；与制作、运输、安装各施工阶段混凝土立方体抗压强度相应的抗压强度、抗拉强度标准值，可按桥规表3.1.3直线插入取用。8.1.2 计算结果各施工阶段，结构截面法向应力计算结果汇总于表8-1。表8-1 各节点在最不利施工阶段法向压应力验算截面编号Max/Min阶段验算截面上端应力Sig_T (MPa)截面下端应力Sig_B (MPa)容许应力Sig_ALW (MPa)15（第一跨左支点）Max施工阶段14OK11.538 6.088 18.144 Min施工阶段4-4OK10.361 0.919 -1.484 20（第一跨1/4）Max施工阶段4-6OK11.746 -1.722 18.144 Min施工阶段4-6OK10.748 -1.440 -1.484 25（第一跨跨中）Max施工阶段5-9OK-2.084 16.258 18.144 Min施工阶段4-9OK11.776 -1.086 -1.484 30（第一跨3/4）Max施工阶段13-14OK-1.319 15.440 18.144 Min施工阶段13-14OK-1.319 15.440 -1.484 35（第一跨右支点）Max施工阶段6-9OK-0.368 14.571 18.144 Min施工阶段6-9OK-0.368 14.571 -1.484 35（第二跨左支点）Max施工阶段6-9OK-0.368 14.570 18.144 Min施工阶段6-9OK-0.368 14.570 -1.484 40（第二跨1/4）Max施工阶段7-4OK0.029 13.658 18.144 Min施工阶段7-4OK0.029 13.658 -1.484 45（第二跨跨中）Max施工阶段7-9OK1.036 12.009 18.144 Min施工阶段4-10OK2.892 0.263 -1.484 50（第二跨3/4）Max施工阶段8-4OK0.381 13.255 18.144 Min施工阶段4-2OK3.332 -0.514 -1.484 55（第二跨右支点）Max施工阶段8-9OK0.336 13.661 18.144 Min施工阶段8-9OK0.336 13.661 -1.484 55（第三跨左支点）Max施工阶段8-9OK0.336 13.661 18.144 Min施工阶段8-9OK0.336 13.661 -1.484 60（第三跨1/4）Max施工阶段9-4OK0.446 13.115 18.144 Min施工阶段9-4OK0.446 13.115 -1.484 65（第三跨跨中）Max施工阶段9-9OK0.147 13.176 18.144 Min施工阶段6-9OK3.100 0.078 -1.484 70（第三跨3/4）Max施工阶段10-4OK0.266 13.406 18.144 Min施工阶段6-1OK3.332 -0.514 -1.484 75（第三跨右支点）Max施工阶段14OK6.193 13.773 18.144 Min施工阶段10-9OK0.385 13.606 -1.484 75（第四跨左支点）Max施工阶段14OK6.193 13.773 18.144 Min施工阶段10-9OK0.385 13.606 -1.484 80（第四跨1/4）Max施工阶段11-4OK0.383 13.202 18.144 Min施工阶段11-4OK0.383 13.202 -1.484 85（第四跨跨中）Max施工阶段11-9OK0.410 12.828 18.144 Min施工阶段8-10OK3.046 0.052 -1.484 90（第四跨3/4）Max施工阶段12-4OK0.265 13.408 18.144 Min施工阶段8-1OK3.332 -0.514 -1.484 95（第四跨右支点）Max施工阶段12-9OK0.329 13.672 18.144 Min施工阶段12-9OK0.329 13.672 -1.484 95（第五跨左支点）Max施工阶段12-9OK0.329 13.672 18.144 Min施工阶段12-9OK0.329 13.672 -1.484 100（第五跨1/4）Max施工阶段13-4OK0.376 13.207 18.144 Min施工阶段13-4OK0.376 13.207 -1.484 105（第五跨跨中）Max施工阶段13-9OK0.286 12.992 18.144 Min施工阶段10-10OK3.042 0.057 -1.484 110（第五跨3/4）Max施工阶段13-14OK0.291 13.435 18.144 Min施工阶段10-1OK3.332 -0.514 -1.484 115（第五跨右支点）Max施工阶段14OK7.802 14.644 18.144 Min施工阶段13-19OK-0.174 14.361 -1.484 115（第六跨左支点）Max施工阶段14OK7.802 14.644 18.144 Min施工阶段13-19OK-0.174 14.362 -1.484 120（第六跨1/4）Max施工阶段14OK13.821 12.844 18.144 Min施工阶段13-15OK9.763 1.144 -1.484 125（第六跨跨中）Max施工阶段14OK11.967 8.774 18.144 Min施工阶段13-18OK11.300 -0.408 -1.484 130（第六跨3/4）Max施工阶段14OK11.223 10.495 18.144 Min施工阶段12-1OK3.331 -0.525 -1.484 135（第六跨右支点）Max施工阶段14OK11.839 5.727 18.144 Min施工阶段15OK10.229 5.231 -1.484 根据桥规第7.2.3条，对构件施加预应力时，混凝土的立方体强度不得低于设计混凝土强度等级的75%。因此施工阶段构件在预加力和自重作用下，混凝土强度等级为C45。施工阶段混凝土的压应力满足应力限制值的要求。混凝土的拉应力通过规定的预拉区配筋率来防止出现裂缝，预拉区混凝土没有出现拉应力则只需配置配筋率不小于0.2%的纵向钢筋即可。8.2 使用阶段应力计算与验算8.2.1 混凝土抗裂验算（1）计算方法根据桥规第6.3.1条，预应力混凝土受弯构件应按下列规定进行正截面和斜截面抗裂验算。正截面抗裂应对构件正截面混凝土的拉应力进行验算，并应符合下列要求：全预应力混凝土分段浇筑构件，在作用（或荷载）短期效应组合下 （8-3） （8-4）式中：在作用（或荷载）短期效应组合下，构件抗裂验算边缘混凝土的法向拉应力；扣除全部预应力损失后的预加力在构件抗裂验算边缘产生的混凝土预压应力；按作用短期效应组合计算的弯矩值；构件净截面抗裂验算边缘的弹性抵抗矩。斜截面抗裂应对构件斜截面混凝土的主拉应力进行验算，并应符合下列要求：全预应力混凝土现场浇筑构件，在作用（或荷载）短期效应组合下 （8-5）由作用（或荷载）短期效应组合和预加力产生的混凝土主拉应力和主压应力按公式（8-6）计算： （8-6） （8-7） （8-8） （8-9）式中：混凝土抗拉强度标准值，按桥规表3.1.3采用；在计算主应力点，由预加力和按作用（或荷载）短期效应组合计算的弯矩 产生的混凝土法向应力；由竖向预应力钢筋的预加力产生的混凝土竖向压应力；在计算主应力点，由预应力弯起钢筋的预加力和按作用（或荷载）短期效应组合计算的剪力产生的混凝土剪应力；当计算截面作用有扭矩时，尚 应计入由扭矩引起的剪应力；对后张预应力混凝土超静定结构，在计算剪 应力时，尚应考虑预加力引起的次剪力；在计算主应力点，由扣除全部预应力损失后的纵向预加力产生的混凝土法向预压应力；换算截面重心轴至计算主应力点的距离；在同一截面上竖向预应力钢筋的肢数；竖向预应力钢筋、纵向预应力弯起钢筋扣除全部预应力损失后的有效预应力；单肢竖向预应力钢筋的截面面积；竖向预应力钢筋的间距；计算主应力点处构件腹板的宽度；计算截面上同一弯起平面内预应力弯起钢筋的截面面积；计算主应力点以上（或以下）部分换算截面面积对换算截面重心轴、净截面面积对净截面重心轴的面积矩；计算截面上预应力弯起钢筋的切线与构件纵轴线的夹角。注：公式（8-6）、（8-7）中的、，当为压应力时以正号代入，当为拉应力时以负号代入。（2）计算结果在使用阶段荷载短期效应组合正截面抗裂验算见表8-2。表8-2 使用阶段荷载短期效应组合正截面抗裂验算截面编号验算截面上端最小应力Sig_T (MPa)截面下端最小应力Sig_B (MPa)容许拉应力Sig_ALW (MPa)15（第一跨左支点）OK8.355 4.589 020（第一跨1/4）OK11.205 2.827 025（第一跨跨中）OK12.736 0.484 030（第一跨3/4）OK4.962 10.447 035（第一跨右支点）OK1.231 16.242 035（第二跨左支点）OK1.231 16.241 040（第二跨1/4）OK11.457 4.028 045（第二跨跨中）OK10.269 0.478 050（第二跨3/4）OK7.735 3.957 055（第二跨右支点）OK0.046 14.458 055（第三跨左支点）OK0.046 14.458 060（第三跨1/4）OK10.863 3.529 065（第三跨跨中）OK10.349 0.348 070（第三跨3/4）OK3.963 8.741 075（第三跨右支点）OK0.398 15.358 075（第四跨左支点）OK0.398 15.358 080（第四跨1/4）OK11.606 3.737 085（第四跨跨中）OK10.377 0.288 090（第四跨3/4）OK7.783 3.848 095（第四跨右支点）OK0.103 14.346 095（第五跨左支点）OK0.103 14.346 0100（第五跨1/4）OK10.816 3.483 0105（第五跨跨中）OK10.160 0.540 0110（第五跨3/4）OK3.615 9.133 0115（第五跨右支点）OK0.891 16.515 0115（第六跨左支点）OK0.891 16.515 0120（第六跨1/4）OK12.296 5.554 0125（第六跨跨中）OK12.717 0.813 0130（第六跨3/4）OK11.379 3.025 0135（第六跨右支点）OK8.183 4.185 08.2.2 混凝土持久状况应力验算（1）计算方法根据桥规第7.1.5条，使用阶段预应力混凝土受弯构件正截面混凝土的压应力应符合下列规定： （8-10） （8-11）式中：由作用（或荷载）标准值产生的混凝土法向压应力；由预应力产生的法向拉应力；按作用（或荷载）标准值组合计算的弯矩值；构件换算截面重心轴至受压区或受拉区计算纤维处的距离。根据桥规第7.1.6条，混凝土的主压应力应符合下式规定： （8-12）（2）计算结果在荷载标准效应组合作用下截面混凝土法向应力见表8-3。表8-3 使用阶段荷载标准效应组合混凝土法向应力验算截面编号验算截面上端最大应力Sig_T (MPa)截面下端最大应力Sig_B (MPa)容许压应力Sig_ALW (MPa)15（第一跨左支点）OK10.442 5.736 16.220（第一跨1/4）OK12.874 5.062 16.225（第一跨跨中）OK14.707 2.246 16.230（第一跨3/4）OK5.766 13.634 16.235（第一跨右支点）OK3.580 15.717 16.235（第二跨左支点）OK3.580 15.717 16.240（第二跨1/4）OK14.584 4.694 16.245（第二跨跨中）OK12.444 1.131 16.250（第二跨3/4）OK5.075 10.800 16.255（第二跨右支点）OK1.660 16.036 16.255（第三跨左支点）OK1.660 16.036 16.260（第三跨1/4）OK13.492 4.525 16.265（第三跨跨中）OK12.381 1.183 16.270（第三跨3/4）OK4.709 11.247 16.275（第三跨右支点）OK2.298 14.914 16.275（第四跨左支点）OK2.298 14.914 16.280（第四跨1/4）OK14.504 4.677 16.285（第四跨跨中）OK12.413 1.112 16.290（第四跨3/4）OK5.204 10.579 16.295（第四跨右支点）OK1.724 15.904 16.295（第五跨左支点）OK1.724 15.904 16.2100（第五跨1/4）OK13.528 4.346 16.2105（第五跨跨中）OK12.367 1.131 16.2110（第五跨3/4）OK4.537 11.389 16.2115（第五跨右支点）OK3.279 15.903 16.2115（第六跨左支点）OK3.279 15.903 16.2120（第六跨1/4）OK15.256 7.098 16.2125（第六跨跨中）OK14.742 2.581 16.2130（第六跨3/4）OK13.120 5.273 16.2135（第六跨右支点）OK10.229 5.231 16.28.2.3 使用荷载作用下钢束应力计算与验算（1）计算方法根据桥规第7.1.5条，使用阶段预应力混凝土受弯构件预应力钢筋的拉应力，应符合下列规定：对钢绞线、钢丝，未开裂构件：（=0.651860=1209MPa）可按公式（8-13）计算： （8-13） （8-14）式中：全预应力混凝土受弯构件，受拉区预应力钢筋扣除全部预应力损失后的有效预应力； 预应力钢筋由于结构自重、汽车荷载、人群荷载、温差产生的应力；按作用（或荷载）标准值组合计算的弯矩值；构件换算截面重心轴至受压区或受拉区计算纤维处的距离。（2）计算结果预应力钢筋拉应力验算见表8-4。表8-4 预应力钢筋拉应力验算钢束验算施工阶段预应力钢筋应力Sig_DL (kN/m2)使用阶段预应力钢筋应力Sig_LL (kN/m2)施工阶段容许应力Sig_ADL (kN/m2)使用阶段容许应力Sig_ALL (kN/m2)1OK1079.254 1069.490 139512092OK1079.254 1069.490 139512093OK1079.254 1069.490 139512094OK1079.255 1037.768 139512095OK1079.255 1037.768 139512096OK1079.255 1037.768 139512097OK1079.254 1069.490 139512098OK1079.254 1069.490 139512099OK1079.254 1069.490 1395120910OK1079.255 1037.768 1395120911OK1079.255 1037.768 1395120912OK1079.255 1037.768 13951209Web1a-01AOK0.000 15.424 13951209Web1a-01BOK0.000 19.087 13951209Web1a-01COK0.000 22.750 13951209Web1a-02AOK0.000 12.569 13951209Web1a-02BOK0.000 16.455 13951209Web1a-02COK0.000 20.326 13951209Web1a-03AOK0.000 16.777 13951209Web1a-03BOK0.000 20.713 13951209Web1a-03COK0.000 24.650 13951209Web1a-04AOK0.000 12.420 13951209Web1a-04BOK0.000 16.260 13951209Web1a-04COK0.000 20.085 13951209Web1a-05AOK0.000 16.400 13951209Web1a-05BOK0.000 20.248 13951209Web1a-05COK0.000 24.097 13951209Web1a-06AOK0.000 12.309 13951209Web1a-06BOK0.000 16.115 13951209Web1a-06COK0.000 19.907 13951209Web1a-07AOK0.000 16.400 13951209Web1a-07BOK0.000 20.248 13951209Web1a-07COK0.000 24.097 13951209Web1a-08AOK0.000 12.420 13951209Web1a-08BOK0.000 16.260 13951209Web1a-08COK0.000 20.085 13951209Web1a-09AOK0.000 16.777 13951209Web1a-09BOK0.000 20.713 13951209Web1a-09COK0.000 24.650 13951209Web1a-10AOK0.000 12.569 13951209Web1a-10BOK0.000 16.455 13951209Web1a-10COK0.000 20.326 13951209Web1a-11AOK0.000 15.424 13951209Web1a-11BOK0.000 19.087 13951209Web1a-11COK0.000 22.750 13951209Web1b-01AOK0.000 15.424 13951209Web1b-01BOK0.000 19.087 13951209Web1b-01COK0.000 22.750 13951209Web1b-02AOK0.000 12.569 13951209Web1b-02BOK0.000 16.455 13951209Web1b-02COK0.000 20.326 13951209Web1b-03AOK0.000 16.777 13951209Web1b-03BOK0.000 20.713 13951209Web1b-03COK0.000 24.650 13951209Web1b-04AOK0.000 12.420 13951209Web1b-04BOK0.000 16.260 13951209Web1b-04COK0.000 20.085 13951209Web1b-05AOK0.000 16.400 13951209Web1b-05BOK0.000 20.248 13951209Web1b-05COK0.000 24.097 13951209Web1b-06AOK0.000 12.309 13951209Web1b-06BOK0.000 16.115 13951209Web1b-06COK0.000 19.907 13951209Web1b-07AOK0.000 16.400 13951209Web1b-07BOK0.000 20.248 13951209Web1b-07COK0.000 24.097 13951209Web1b-08AOK0.000 12.420 13951209Web1b-08BOK0.000 16.260 13951209Web1b-08COK0.000 20.085 13951209Web1b-09AOK0.000 16.777 13951209Web1b-09BOK0.000 20.713 13951209Web1b-09COK0.000 24.650 13951209Web1b-10AOK0.000 12.569 13951209Web1b-10BOK0.000 16.455 13951209Web1b-10COK0.000 20.326 13951209Web1b-11AOK0.000 15.424 13951209Web1b-11BOK0.000 19.087 13951209Web1b-11COK0.000 22.750 13951209Web2a-01AOK0.000 15.424 13951209Web2a-01BOK0.000 19.087 13951209Web2a-01COK0.000 22.750 13951209Web2a-02AOK0.000 12.569 13951209Web2a-02BOK0.000 16.455 13951209Web2a-02COK0.000 20.326 13951209Web2a-03AOK0.000 16.777 13951209Web2a-03BOK0.000 20.713 13951209Web2a-03COK0.000 24.650 13951209Web2a-04AOK0.000 12.420 13951209Web2a-04BOK0.000 16.260 13951209Web2a-04COK0.000 20.085 13951209Web2a-05AOK0.000 16.400 13951209Web2a-05BOK0.000 20.248 13951209Web2a-05COK0.000 24.097 13951209Web2a-06AOK0.000 12.309 13951209Web2a-06BOK0.000 16.115 13951209Web2a-06COK0.000 19.907 13951209Web2a-07AOK0.000 16.400 13951209Web2a-07BOK0.000 20.248 13951209Web2a-07COK0.000 24.097 13951209Web2a-08AOK0.000 12.420 13951209Web2a-08BOK0.000 16.260 13951209Web2a-08COK0.000 20.085 13951209Web2a-09AOK0.000 16.777 13951209Web2a-09BOK0.000 20.713 13951209Web2a-09COK0.000 24.650 13951209Web2a-10AOK0.000 12.569 13951209Web2a-10BOK0.000 16.455 13951209Web2a-10COK0.000 20.326 13951209Web2a-11AOK0.000 15.424 13951209Web2a-11BOK0.000 19.087 13951209Web2a-11COK0.000 22.750 13951209Web2b-01AOK0.000 15.424 13951209Web2b-01BOK0.000 19.087 13951209Web2b-01COK0.000 22.750 13951209Web2b-02AOK0.000 12.569 13951209Web2b-02BOK0.000 16.455 13951209Web2b-02COK0.000 20.326 13951209Web2b-03AOK0.000 16.777 13951209Web2b-03BOK0.000 20.713 13951209Web2b-03COK0.000 24.650 13951209Web2b-04AOK0.000 12.420 13951209Web2b-04BOK0.000 16.260 13951209Web2b-04COK0.000 20.085 13951209Web2b-05AOK0.000 16.400 13951209Web2b-05BOK0.000 20.248 13951209Web2b-05COK0.000 24.097 13951209Web2b-06AOK0.000 12.309 13951209Web2b-06BOK0.000 16.115 13951209Web2b-06COK0.000 19.907 13951209Web2b-07AOK0.000 16.400 13951209Web2b-07BOK0.000 20.248 13951209Web2b-07COK0.000 24.097 13951209Web2b-08AOK0.000 12.420 13951209Web2b-08BOK0.000 16.260 13951209Web2b-08COK0.000 20.085 13951209Web2b-09AOK0.000 16.777 13951209Web2b-09BOK0.000 20.713 13951209Web2b-09COK0.000 24.650 13951209Web2b-10AOK0.000 12.569 13951209Web2b-10BOK0.000 16.455 13951209Web2b-10COK0.000 20.326 13951209Web2b-11AOK0.000 15.424 13951209Web2b-11BOK0.000 19.087 13951209Web2b-11COK0.000 22.750 13951209Web3a-01AOK0.000 15.424 13951209Web3a-01BOK0.000 19.087 13951209Web3a-01COK0.000 22.750 13951209Web3a-02AOK0.000 12.569 13951209Web3a-02BOK0.000 16.455 13951209Web3a-02COK0.000 20.326 13951209Web3a-03AOK0.000 16.777 13951209Web3a-03BOK0.000 20.713 13951209Web3a-03COK0.000 24.650 13951209Web3a-04AOK0.000 12.420 13951209Web3a-04BOK0.000 16.260 13951209Web3a-04COK0.000 20.085 13951209Web3a-05AOK0.000 16.400 13951209Web3a-05BOK0.000 20.248 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13951209Web3b-05AOK0.000 16.400 13951209Web3b-05BOK0.000 20.248 13951209Web3b-05COK0.000 24.097 13951209Web3b-06AOK0.000 12.309 13951209Web3b-06BOK0.000 16.115 13951209Web3b-06COK0.000 19.907 13951209Web3b-07AOK0.000 16.400 13951209Web3b-07BOK0.000 20.248 13951209Web3b-07COK0.000 24.097 13951209Web3b-08AOK0.000 12.420 13951209Web3b-08BOK0.000 16.260 13951209Web3b-08COK0.000 20.085 13951209Web3b-09AOK0.000 16.777 13951209Web3b-09BOK0.000 20.713 13951209Web3b-09COK0.000 24.650 13951209Web3b-10AOK0.000 12.569 13951209Web3b-10BOK0.000 16.455 13951209Web3b-10COK0.000 20.326 13951209Web3b-11AOK0.000 15.424 13951209Web3b-11BOK0.000 19.087 13951209Web3b-11COK0.000 22.750 13951209底01-01OK1106.163 1108.441 13951209底01-02OK1106.163 1108.441 13951209底01-03OK1106.163 1108.441 13951209底01-04OK1106.163 1108.441 13951209底01-05OK1106.163 1108.441 13951209底01-06OK1106.163 1108.441 13951209底01-07OK1106.163 1108.441 13951209底01-08OK1106.163 1108.441 13951209底01-09OK1106.163 1108.441 13951209底01-10OK1106.163 1108.441 13951209底01-11OK1106.163 1108.441 13951209底01-12OK1106.163 1108.441 13951209底01-13OK1106.163 1108.441 13951209底01-14OK1106.163 1108.441 13951209底01-15OK1106.163 1108.441 13951209底01-16OK1106.163 1108.441 13951209底02-01OK1106.163 1117.291 13951209底02-02OK1106.163 1117.291 13951209底02-03OK1106.163 1117.291 13951209底02-04OK1106.163 1117.291 13951209底02-05OK1106.163 1117.291 13951209底02-06OK1106.163 1117.291 13951209底02-07OK1106.163 1117.291 13951209底02-08OK1106.163 1117.291 13951209底02-09OK1106.163 1117.291 13951209底02-10OK1106.163 1117.291 13951209底02-11OK1106.163 1117.291 13951209底02-12OK1106.163 1117.291 13951209底03-01OK1106.163 1112.994 13951209底03-02OK1106.163 1112.994 13951209底03-03OK1106.163 1112.994 13951209底03-04OK1106.163 1112.994 13951209底03-05OK1106.163 1112.994 13951209底03-06OK1106.163 1112.994 13951209底03-07OK1106.163 1112.994 13951209底03-08OK1106.163 1112.994 13951209底03-09OK1106.163 1112.994 13951209底03-10OK1106.163 1112.994 13951209底03-11OK1106.163 1112.994 13951209底03-12OK1106.163 1112.994 13951209底04-01OK1106.163 1108.969 13951209底04-02OK1106.163 1108.969 13951209底04-03OK1106.163 1108.969 13951209底04-04OK1106.163 1108.969 13951209底04-05OK1106.163 1108.969 13951209底04-06OK1106.163 1108.969 13951209底04-07OK1106.163 1108.969 13951209底04-08OK1106.163 1108.969 13951209底04-09OK1106.163 1108.969 13951209底04-10OK1106.163 1108.969 13951209底04-11OK1106.163 1108.969 13951209底04-12OK1106.163 1108.969 13951209底05-01OK1106.163 1104.357 13951209底05-02OK1106.163 1104.357 13951209底05-03OK1106.163 1104.357 13951209底05-04OK1106.163 1104.357 13951209底05-05OK1106.163 1104.357 13951209底05-06OK1106.163 1104.357 13951209底05-07OK1106.163 1104.357 13951209底05-08OK1106.163 1104.357 13951209底05-09OK1106.163 1104.357 13951209底05-10OK1106.163 1104.357 13951209底05-11OK1106.163 1104.357 13951209底05-12OK1106.163 1104.357 13951209底06-01OK1106.163 1081.095 13951209底06-02OK1106.163 1081.095 13951209底06-03OK1106.163 1081.095 13951209底06-04OK1106.163 1081.095 13951209底06-05OK1106.163 1081.095 13951209底06-06OK1106.163 1081.095 13951209底06-07OK1106.163 1081.095 13951209底06-08OK1106.163 1081.095 13951209底06-09OK1106.163 1081.095 13951209底06-10OK1106.163 1081.095 13951209底06-11OK1106.163 1081.095 13951209底06-12OK1106.163 1081.095 13951209底06-13OK1106.163 1081.095 13951209底06-14OK1106.163 1081.095 13951209底06-15OK1106.163 1081.095 13951209底06-16OK1106.163 1081.095 13951209底板束01-01OK1201.000 1061.001 13951209底板束01-02OK1106.163 993.299 13951209底板束01-03OK1106.163 1018.150 13951209底板束01-04OK1106.163 1013.569 13951209底板束01-05OK1106.163 1019.196 13951209底板束01-06OK1106.163 999.549 13951209底板束01-07OK1106.163 1050.714 13951209底板束02-01OK1201.000 1061.001 13951209底板束02-02OK1106.163 993.299 13951209底板束02-03OK1106.163 1018.150 13951209底板束02-04OK1106.163 1013.569 13951209底板束02-05OK1106.163 1019.196 13951209底板束02-06OK1106.163 999.549 13951209底板束02-07OK1106.163 1050.714 13951209底板束03-01OK1201.000 1061.001 13951209底板束03-02OK1106.163 993.299 13951209底板束03-03OK1106.163 1018.150 13951209底板束03-04OK1106.163 1013.569 13951209底板束03-05OK1106.163 1019.196 13951209底板束03-06OK1106.163 999.549 13951209底板束03-07OK1106.163 1050.714 13951209底板束04-01OK1201.000 1061.001 13951209底板束04-02OK1106.163 993.299 13951209底板束04-03OK1106.163 1018.150 13951209底板束04-04OK1106.163 1013.569 13951209底板束04-05OK1106.163 1019.196 13951209底板束04-06OK1106.163 999.549 13951209底板束04-07OK1106.163 1050.714 13951209底板束05-01OK1201.000 1061.001 13951209底板束05-02OK1106.163 993.299 13951209底板束05-03OK1106.1
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