30m双线预制简支梁计算书解析

1、（施工图设计）第 五 篇 区间工程高架区间30m双线预制简支箱梁梁部计算单计算：复核：2016年08月30m简支单箱双室梁工程概况及主要计算结论1、工程概况30m双线简支梁主梁横断面为单箱单室等高度斜腹板箱形截面，梁高1.8m；梁顶全宽10.2m,底宽5 m。主梁线路左右侧悬臂2.15m,悬臂根部厚度0.4m。顶板厚度为0.250.42m, 底板厚度为0.250.50m,腹板厚度为0.27m0.7m。桥梁结构计算采用西南交大“桥梁结构 分析系统BSAS”程序进行设计计算， 共划分为18个单元，19个节点。 箱梁纵向采用预应力 体系， 纵向腹板配置12束12-s15.2钢绞线；底板布置8束9-s

2、15.2钢绞线。2、计算荷载2.1恒载（1）恒载钢筋混凝土构件自重 丫=26.5KN/m，素混凝土构件自重丫=23KN/m,钢构件自重丫3=78.5KN/m3；（2）二期恒载二期恒载包括线路设备，桥面两侧防噪柱、板及防噪屏、电缆、支架等。线路设备一般地段（含钢轨、扣件、轨枕道床）高等减振地段及一般道岔地段18KN/每线每延米27K N海线每延米高等减振道岔地段 强电支架 供电电缆、控制电缆 照明灯具及灯柱 配电电源箱 信号管线、电缆 通讯管线、电缆36KN/0.35 KN/0.65 KN/0.1 KN/0.05 KN/1.5 KN/0.7 KN/声障屏（按3.5m高计40/卅，未考虑预埋件）每

3、线每延米每线每延米每线每延米每线每延米每线每延米全桥每延米双线每延米0.35 KN/单线每延米2KN/每侧每延米桥面防水层及保护层（按平均55mm计）10.4 KN/双线每延米6.0KN/单线每延米桥面两侧15.0 KN/全桥每延米电缆槽道6.0 KN/全桥每延米电缆槽道（单线桥）3.0 KN/疏散平台（双线桥）疏散平台（单线桥）按照线路总体设计要求，双线一般地段二期恒载按100KN/m高等减震道岔地段取125KN/m（3）预加应力全桥每延米7.7KN/全桥每延米2.5KN/全桥每延米90KN/m取值计算，高等减震地段取预应力束采用高强低松弛钢绞线，抗拉强度标准值为 属波纹管成孔，圆塔形锚垫板

4、，真空灌浆施工工艺。1860MP弹性模量为195GPa金（4）混凝土收缩及徐变影响混凝土收缩及徐变系数终极值参照铁路桥涵钢筋混凝土和预应力混凝土结构设计规范（TB10002.3-2005）。徐变系数（t、T）的计算参照公路钢筋混凝土及预应力混凝土桥 涵设计规范（JTG D62-2004）附录F办理。收缩徐变计算天数按照1500天控制。2.2车辆荷载：（1）列车荷载：6节编组，列车重车轴重160kN,轻车轴重95kN。荷载图示：! / / / / U3QJk- 10-.250460-01-1320运梁 车荷载：运梁车共11轴，运梁车架梁工作时轴重为570KN轴间距如图示:运梁车轴重间距（2）列车

5、竖向静活载确定应符合下列规定：单线和双线高架结构，按列车活载作用于每一条线确定多线竖向荷载折减：双线不折减，3线及以上，折减系数0.75。(3)列车竖向动力系数：列车竖向活载包括列车动力作用时，为列车竖向静活载乘以动力系数(1+卩)，卩宜按现行铁路桥涵设计基本规范规定的值乘以0.8。2.3附加力(1)、制动力或牵引力：列车的制动力或牵引力按列车竖向静活载的15%计算，区间双线桥采用一线的制动力或牵引力。(2)、风荷载:按铁路桥规要求进行计算，基本风压0.5kPa。(3)、温度力：预应力混凝土连续梁合拢温度定位155C(1020)，则其(a) .整体升温为28.110=+18.1。取20(b)

6、.整体降温为5.720=14.3。取15(c)日照温差：指数变化指数a=5,To=+20(考虑桥面铺装4cm实际混凝土梁面T=+16.4 )(d)降温温差：指数变化，弹模取0.8的折减系数指数a=14,To=10。(考虑桥面铺装4cm实际混凝土梁面To=5.7)2.4特殊荷载：(1)断轨力：由轨道专业提供。(2)地震力：按规范取值。3、主要计算参数的选取(1) 混凝土材料力学特性抗压弹性模量：3.55x104Mpao(2) 预应力钢材材料力学特性钢绞线的弹性模量：1.95x105Mpa,纵向预应力钢束管道摩阻系数 卩=0.23,管道偏 差系数k=0.0025, 一端锚具回缩6mm,松弛损失0.

7、03ccon。本梁腹板钢束锚下张 拉控制力为2031.1KN,底板钢束锚下张拉控制力为1523.3KN，锚圈口及喇叭管产 生的应力损失由施工单位根据现场试验确定,待确定后修正张拉吨位予以补偿该 项损失,但在任何情况下该项损失补偿值均不得超过0.05fpko(3) 内力组合按规范组合4、施工加载程序验算 计算结果表明主梁在裸梁(已张拉预应力)及在长期恒载(二次铺装)情况下,箱梁上、下缘均未出现拉应力，压应力均符合规范要求。5、主要计算结论锚下局部承压检算KcNcWAc(Bfc+2.0卩 tBhefs)KcNc=2.0*2031.1=4219.4KNAc(Bfc+2.0卩 tBhefs)=0.31

8、9*(1.712*3.35*1000+2*0.05*335*1000*0.325)=5302.6KN满足要求支反力(KN)工况恒载 (KN活载(KN)列车何载3695.71340.0运梁车荷载2200.73272.1主要检算结果工况列车何载运梁车荷载容许运营阶段截面 最大正应力(MPa)主力上缘7.898.1716.75下缘9.4812.31主+附上缘7.988.260下缘2.331.91主+附f上缘:0.620.58下缘2.161.74运营阶段截面 主应力(MPa)Max(压)主力7.248.16-3.1主+附-1.09-1.36运营荷载作用下预应力钢筋最大应力比0.580:0.576P 2

9、.0主+附2.112.051.98抗裂安全系数主力r上缘5.083.731.2下缘1.511.47主+附上缘5.063.7下缘1.491.45活载竖向挠度(cm)0.821.46活载梁端转角(rad)0.9%。2.3%2%徐变上拱值(mm)1.1/10注：运梁车荷载工况为施工临时荷载工况。1、列车荷载工况计算结果恒载引起(包括收缩徐变和预应力次内力)支座号SPT.NO.节点号JOINT12218BEARING:1相应Rmz相应Rx相应RyMAX Rmz0.0000.0000.000MAX Rx0.0000.0000.000MAX Ry0.0000.0005.102MIN Rmz0.0000.0

10、000.000MIN Rx0.0000.0000.000MIN Ry0.0000.000-1399.972BEARING:2相应Rmz相应Rx相应RyMAX Rmz0.0000.0000.000MAX Rx0.0000.0000.000MAX Ry0.0000.0005.102MIN Rmz0.0000.0000.000MIN Rx0.0000.0000.000MIN Ry0.0000.000-1399.972自定义活载*运营阶段验算*+荷载组合:主力+*运营阶段混凝土的最大应力*单元号 结点号上缘正应力最大最小下缘正应力最大最小最大剪应力竖向反力-Ry-2200.685-2200.6851j

11、0.750.719.119.051.392i0.750.719.119.051.302j1.040.848.948.691.213i1.040.848.948.691.213j2.561.697.856.731.324i2.561.697.856.731.324j4.522.999.487.121.765i4.522.999.487.121.765j5.503.638.545.671.726i5.503.638.545.671.726j6.544.477.324.141.637i6.544.477.324.141.637j7.425.166.372.911.168i7.425.166.372.

12、911.168j7.885.575.872.330.749i7.885.575.872.330.749j7.895.705.812.450.3610i7.895.705.812.450.3610j7.885.575.872.330.7411i7.885.575.872.330.7411j7.425.166.372.911.1612i7.425.166.372.911.1612j6.544.477.324.141.6313i6.544.477.324.141.6313j5.503.638.545.671.7214i5.503.638.545.671.7214j4.522.999.487.121.

13、7615i4.522.999.487.121.7615j2.561.697.856.731.3216i2.561.697.856.731.3216j1.040.848.948.691.2117i1.040.848.948.691.2117j0.750.719.119.051.3018i0.750.719.119.051.39上缘最大应力不满足要求的断面数: 0上缘最小应力不满足要求的断面数: 0下缘最大应力不满足要求的断面数: 0下缘最小应力不满足要求的断面数: 0剪应力不满足要求的断面数: 0上缘最大应力=7.89上缘最小应力=0.71下缘最大应力=9.48下缘最小应力=2.33最大剪应力=

14、 1.76各截面箍筋间距计算值*说明：此处的箍筋间距仅供设计参考，设计者还应考虑规范的构造要求和实际情况确定实际的间距。- 根据桥规TB10002.3-2005第6.3.17条单元号 结点号 间距*1j0.2002i0.2002j0.2003i0.2003j0.2004i0.2004j0.2005i0.2005j0.2006i0.2006j0.2007i0.2007j0.2008i0.2008j0.2009i0.2009j0.20010i0.20010j0.20011i0.20011j0.20012i0.20012j0.20013i0.20013j0.20014i0.20014j0.20015

15、i0.20015j0.20016i0.20016j0.20017i0.20017j0.20018i0.200最小箍筋间距= 0.20最大箍筋间距= 0.20*运营阶段正截面抗裂安全系数*-根据桥规TB10002.3-2005第6.3.9-1条|Vt 1 p.单元号结点号抗裂安全系数上缘下缘1j100.00100.002i100.00100.002j100.0061.173i100.0061.173j10.874.364i10.874.364j5.732.555i5.732.555j5.082.086i5.082.086j5.211.777i5.211.777j5.541.598i5.541.5

16、98j5.721.519i5.721.519j5.751.5210i5.751.5210j5.721.5111i5.721.5111j5.541.5912i5.541.5912j5.211.7713i5.211.7713j5.082.0714i5.082.0714j5.732.5515i5.732.5515j10.874.3616i10.874.3616j100.0061.2217i100.0061.2217j100.00100.0018i100.00100.00上缘抗裂不满足要求的断面数: 0下缘抗裂不满足要求的断面数: 0上缘抗裂安全系数最小值= 5.08下缘抗裂安全系数最小值= 1.51

17、运营阶段混凝土的主应力*-根据桥规TB10002.3-2005第6.3.9-2条|Vt 1 p.单元号结点号最大主应力最小主应力1j6.48-0.522i6.59-0.742j6.41-0.653i6.41-0.653j5.72-0.634i5.72-0.634j6.72-0.875i6.72-0.875j6.07-0.786i6.07-0.786j6.62-0.737i6.62-0.737j7.01-0.488i7.01-0.488j7.22-0.189i7.22-0.189j7.24-0.0510i7.24-0.0510j7.22-0.1811i7.22-0.1811j7.01-0.481

18、2i7.01-0.48*12 j6.62-0.7313 i6.62-0.7313 j6.07-0.7814 i6.07-0.7814 j6.72-0.8715 i6.72-0.8715 j5.72-0.6316 i5.72-0.6316 j6.41-0.6517 i6.41-0.6517 j6.59-0.7418 i6.45-0.52最大主应力不满足要求的断面数:0最小主应力不满足要求的断面数:0最大主应力=7.24最小主应力=-0.87*运营阶段正截面强度安全系数*|Vt 1 p.单元号结点号安全系数受力特点1J106.66受弯，负弯矩控制2106.66受弯，负弯矩控制2J28.14受弯，正

19、弯矩控制328.14受弯，正弯矩控制3J5.64受弯，正弯矩控制45.64受弯，正弯矩控制4J3.41受弯，正弯矩控制53.41受弯，正弯矩控制5J2.84受弯，正弯矩控制62.84受弯，正弯矩控制6J2.46受弯，正弯矩控制72.46受弯，正弯矩控制7J2.22受弯，正弯矩控制82.22受弯，正弯矩控制8J2.11受弯，正弯矩控制92.11受弯，正弯矩控制9J2.11受弯，正弯矩控制102.11受弯，正弯矩控制10J2.11受弯，正弯矩控制11i2.11受弯，正弯矩控制11j2.22受弯，正弯矩控制122.22受弯，正弯矩控制12J2.46受弯，正弯矩控制132.46受弯，正弯矩控制13J2

20、.84受弯，正弯矩控制142.84受弯，正弯矩控制14J3.41受弯，正弯矩控制153.41受弯，正弯矩控制155.64受弯，正弯矩控制-根据桥规TBJ TB10002.3-2005第6.2节16i5.64受弯，正弯矩控制16j28.15受弯，正弯矩控制17i28.15受弯，正弯矩控制17j106.66受弯，负弯矩控制18i106.66受弯，负弯矩控制正截面强度不满足要求的断面数: 0正截面强度最小比值（承载能力/内力绝对值）= 2.11 +荷载组合:主力+附加力+根据桥规TB10002.3-2005第6.3.10-11条-最大压应力dCW0.55fc （MPa）且不容许出现拉应力根据桥规TB

21、10002.3-2005第6.3.15条-最大剪应力:TC=T或TC=TTpW0.17*fCTpW0.17*fC+0.55（MPa）无竖向预应力dCy (MPa)有竖向预应力|Vt 1 1=1.单元号结点号上缘正应力下缘正应力最大剪应力最大最小最大最小1j0.920.629.518.851.392i0.920.629.518.851.302j1.220.769.358.491.213i1.220.769.358.491.213j2.731.618.256.531.324i2.731.618.256.531.324j4.612.949.826.951.765i4.612.949.826.951.

22、765j5.593.588.885.501.726i5.593.588.885.501.726j6.634.427.663.971.637i6.634.427.663.971.637j7.515.116.712.741.168i7.515.116.712.741.168j7.975.536.212.160.749i7.975.536.212.160.749j7.985.656.152.280.3610i7.985.656.152.280.3610j7.975.536.212.160.7411i7.975.536.212.160.7411j7.515.116.712.741.1612i7.515

23、.116.712.741.1612j6.634.427.663.971.6313i6.634.427.663.971.6313j5.593.588.885.501.7214i5.593.588.885.501.7214j4.612.949.826.951.7615i4.612.949.826.951.7615j2.731.618.256.531.3216i2.731.618.256.531.3216j1.220.769.358.491.2117i1.220.769.358.491.2117j0.920.629.518.851.30*运营阶段混凝土的最大应力*18 i0.92 0.629.51

24、8.851.39上缘最大应力不满足要求的断面数: 0上缘最小应力不满足要求的断面数: 0下缘最大应力不满足要求的断面数: 0下缘最小应力不满足要求的断面数: 0剪应力不满足要求的断面数: 0上缘最大应力=7.98上缘最小应力=0.62下缘最大应力=9.82下缘最小应力=2.16最大剪应力= 1.76*各截面箍筋间距计算值*说明：此处的箍筋间距仅供设计参考，设计者还应考虑规范的构造要求 和实际情况确定实际的间距。- 根据桥规TB10002.3-2005第6.3.17条|Vt 1 p.单元号结点号间距1j0.2002i0.2002334450.2000.2000.2000.2000.2000.20

25、056670.2000.2000.2000.2009j0.20010i0.20010j0.20011i0.20011j0.20012i0.20012j0.20013i0.2007j0.2008i0.2008j0.2009i0.20013j0.20014i0.20014j0.20015i0.20015j0.20016i0.20016j0.20017i0.20017j0.20018 i最小箍筋间距=最大箍筋间距=0.2000.200.20*运营阶段正截面抗裂安全系数*-根据桥规TB10002.3-2005第6.3.9-1条|Vt 1 p.单元号结点号抗裂安全系数上缘下缘1j72.77100.002

26、i72.77100.002j100.0031.773i100.0031.773j10.714.114i10.714.114j5.692.505i5.692.505j5.062.046i5.062.046j5.181.747i5.181.747j5.521.568i5.521.568j5.701.499i5.701.499j5.721.5010i5.721.5010j5.701.4911i5.701.4911j5.521.5612i5.521.5612j5.181.7413i5.181.7413j5.062.0414i5.062.0414j5.692.5015i5.692.5015j10.714

27、.1116i10.714.1116j100.0031.7917i100.0031.7917j72.77100.0018i72.77100.00上缘抗裂不满足要求的断面数: 0下缘抗裂不满足要求的断面数: 0上缘抗裂安全系数最小值= 5.06下缘抗裂安全系数最小值= 1.49*运营阶段混凝土的主应力*-根据桥规TB10002.3-2005第6.3.9-2条|Vt 1 p.单元号结点号最大主应力最小主应力1j6.60-0.832i6.71-1.092j6.53-0.973i6.53-0.973j5.83-0.834i5.83-0.834j6.80-1.035i6.80-1.035j6.79-0.9

28、36i6.79-0.936j7.34-0.797i7.34-0.797j7.74-0.508i7.74-0.508j7.96-0.199i7.96-0.199j7.98-0.0510i7.98-0.0510j7.96-0.1911i7.96-0.1911j7.74-0.5012i7.74-0.5012j7.34-0.7913i7.34-0.7913j6.79-0.9314i6.79-0.9314j6.80-1.0315i6.80-1.0315j5.83-0.8316i5.83-0.8316j6.53-0.9717i6.53-0.9717j6.71-1.0918i6.57-0.82最大主应力不满

29、足要求的断面数: 0最小主应力不满足要求的断面数: 0最大主应力=7.98最小主应力=-1.09-根据桥规TBJ TB10002.3-2005第6.2节|Vt 1 p.单元号结点号安全系数受力特点1j106.66受弯，负弯矩控制2i106.66受弯，负弯矩控制2j28.14受弯，正弯矩控制3i28.14受弯，正弯矩控制3j5.64受弯，正弯矩控制4i5.64受弯，正弯矩控制4j3.41受弯，正弯矩控制*运营阶段正截面强度安全系数*53.41受弯，正弯矩控制52.84受弯，正弯矩控制62.84受弯，正弯矩控制62.46受弯，正弯矩控制72.46受弯，正弯矩控制72.22受弯，正弯矩控制82.22

30、受弯，正弯矩控制82.11受弯，正弯矩控制92.11受弯，正弯矩控制92.11受弯，正弯矩控制102.11受弯，正弯矩控制102.11受弯，正弯矩控制11 i2.11受弯，正弯矩控制11 j2.22受弯，正弯矩控制122.22受弯，正弯矩控制122.46受弯，正弯矩控制132.46受弯，正弯矩控制132.84受弯，正弯矩控制142.84受弯，正弯矩控制143.41受弯，正弯矩控制153.41受弯，正弯矩控制155.64受弯，正弯矩控制165.64受弯，正弯矩控制1628.15受弯，正弯矩控制1728.15受弯，正弯矩控制17106.66受弯，负弯矩控制18106.66受弯，负弯矩控制正截面强度

31、不满足要求的断面数: 0正截面强度最小比值（承载能力/内力绝对值）= 2.11活载引起的支座反力自定义活载BEARING: 1相应Rmz相应Rx相应RyMAX Rmz 0.0000.0000.000恒载引起（包括收缩徐变和预应力次内力）支座号SPT.NO.节点号JOINT反力矩-Rm水平反力-Rx1 2 0.0000.0002 18 0.0000.000恒载引起（包括收缩徐变和预应力次内力）支座号SPT.NO.节点号JOINT反力矩-Rm水平反力-Rx1 2 0.0000.0002 18 0.0000.0002、运梁车荷载工况竖向反力-Ry-2200.685-2200.685竖向反力-Ry-2

32、200.685-2200.685+荷载组合:主力+根据桥规TB10002.3-2005第6.3.10-11条-最大压应力dCW0.50fc (MPa)且不容许出现拉应力根据桥规TB10002.3-2005第6.3.15条-最大剪应力:Tc=T-TpW0.17*fc(MPa)无竖向预应力或Tc=T-TpW0.17*fc+0.55dcy (MPa)有竖向预应力|Vt 1 t=l.单元号结点号上缘正应力下缘正应力最大剪应力最大最小最大最小1j0.760.709.179.091.472i0.760.709.179.091.482j1.090.679.238.681.383i1.090.679.238.

33、681.383j2.650.759.116.651.444i2.650.759.116.651.444j4.751.1812.316.822.115i4.751.1812.316.822.115j5.751.3912.025.312.086i5.751.3912.025.312.086j6.911.8011.423.582.007i6.911.8011.423.582.007j7.782.2010.922.361.568i7.782.2010.922.361.568j8.142.4310.681.911.159i8.142.4310.681.911.159j8.172.5010.712.020

34、.7710i8.172.5010.712.020.7710j8.142.4310.681.921.1511i8.142.4310.681.921.1511j7.772.2010.922.361.56MAX Rx0.0000.0000.000MAX Ry0.0000.0007.835MIN Rmz0.0000.0000.000MIN Rx0.0000.0000.000MIN Ry0.0000.000-3272.113BEARING:2相应Rmz相应Rx相应RyMAX Rmz0.0000.0000.000MAX Rx0.0000.0000.000MAX Ry0.0000.0007.835MIN R

35、mz0.0000.0000.000MIN Rx0.0000.0000.000MIN Ry0.0000.000-3272.113*运营阶段验算*运营阶段混凝土的最大应力*12i7.772.2010.922.361.5612j6.901.8011.423.592.0013i6.901.8011.423.592.0013j5.751.3912.025.322.0814i5.751.3912.025.322.0814j4.751.1812.316.822.1115i4.751.1812.316.822.1115j2.650.759.116.651.4416i2.650.759.116.651.4416

36、j1.090.679.238.681.3817i1.090.679.238.681.3817j0.760.709.179.091.4818i0.760.709.179.091.47上缘最大应力不满足要求的断面数: 0上缘最小应力不满足要求的断面数: 0下缘最大应力不满足要求的断面数: 0下缘最小应力不满足要求的断面数: 0剪应力不满足要求的断面数: 0上缘最大应力= 8.17上缘最小应力=0.67下缘最大应力=12.31下缘最小应力=1.91最大剪应力= 2.11各截面箍筋间距计算值*说明：此处的箍筋间距仅供设计参考，设计者还应考虑规范的构造要求 和实际情况确定实际的间距。- 根据桥规TB10

37、002.3-2005第6.3.17条单元号 结点号 间距1j0.2002i0.2002j0.2003i0.2003j0.2004i0.2000.2000.2000.2000.2000.2000.2007j0.2008i0.2008j0.2009i0.2009j0.20010i0.20010j0.20011i0.20011j0.200*45566712i 0.20012j0.20013i0.20013j0.20014i0.20014j0.20015i0.20015j0.20016i0.20016j0.20017i0.20017j0.20018i0.200最小箍筋间距=0.20最大箍筋间距=0.2

38、0*运营阶段正截面抗裂安全系数*-根据桥规TB10002.3-2005第6.3.9-1条|Vt 1 p.单元号结点号抗裂安全系数上缘下缘1j100.00100.002i100.00100.002j100.0059.673i100.0059.673j9.134.284i9.134.284j4.332.475i4.332.475j3.732.016i3.732.016j3.731.697i3.731.697j3.921.538i3.921.538j4.021.479i4.021.479j4.031.4810i4.031.4810j4.021.4711i4.021.4711j3.921.5312i3

39、.921.5312j3.731.6913i3.731.6913j3.732.0114i3.732.0114j4.332.4715i4.332.4715j9.134.2816i9.134.2816j100.0059.8317i100.0059.8317j100.00100.00*运营阶段正截面强度安全系数*18 i 100.00上缘抗裂不满足要求的断面数: 0下缘抗裂不满足要求的断面数: 0上缘抗裂安全系数最小值= 3.73下缘抗裂安全系数最小值= 1.47运营阶段混凝土的主应力*-根据桥规TB10002.3-2005第6.3.9-2条|Vt 1 p.单元号结点号最大主应力最小主应力1j6.53

40、-0.582i6.69-0.882j6.62-0.803i6.62-0.803j6.15-0.724i6.15-0.724j8.16-1.175i8.16-1.175j7.87-1.096i7.87-1.096j7.47-0.967i7.47-0.967j7.12-0.628i7.12-0.628j7.32-0.359i7.32-0.359j7.35-0.1610i7.35-0.1610j7.31-0.3511i7.31-0.3511j7.12-0.6212i7.12-0.6212j7.47-0.9613i7.47-0.9613j7.87-1.0914i7.87-1.0914j8.16-1.1

41、715i8.16-1.1715j6.15-0.7216i6.15-0.7216j6.62-0.8017i6.62-0.8017j6.69-0.8818i6.49-0.58最大主应力不满足要求的断面数: 0最小主应力不满足要求的断面数: 0最大主应力=8.16最小主应力=-1.17100.00*-根据桥规TBJ TB10002.3-2005第6.2节|Vt 1 1=1.单元号结点号安全系数受力特点1j76.21受弯，负弯矩控制2i76.21受弯，负弯矩控制2j26.22受弯，正弯矩控制3i26.22受弯，正弯矩控制3j5.48受弯，正弯矩控制4i5.48受弯，正弯矩控制4j3.28受弯，正弯矩控

42、制5i3.28受弯，正弯矩控制5j2.75受弯，正弯矩控制6i2.75受弯，正弯矩控制6j2.36受弯，正弯矩控制7i2.36受弯，正弯矩控制7j2.14受弯，正弯矩控制8i2.14受弯，正弯矩控制8j2.06受弯，正弯矩控制9i2.06受弯，正弯矩控制9j2.05受弯，正弯矩控制10i2.05受弯，正弯矩控制10j2.06受弯，正弯矩控制11i2.06受弯，正弯矩控制11j2.14受弯，正弯矩控制12i2.14受弯，正弯矩控制12j2.36受弯，正弯矩控制13i2.36受弯，正弯矩控制13j2.75受弯，正弯矩控制14i2.75受弯，正弯矩控制14j3.28受弯，正弯矩控制15i3.28受弯

43、，正弯矩控制15j5.48受弯，正弯矩控制16i5.48受弯，正弯矩控制16j26.24受弯，正弯矩控制17i26.24受弯，正弯矩控制17j76.21受弯，负弯矩控制18i76.21受弯，负弯矩控制正截面强度不满足要求的断面数: 0正截面强度最小比值（承载能力/内力绝对值）= 2.05 +荷载组合:主力+附加力+根据桥规TB10002.3-2005第6.3.10-11条-最大压应力dCW0.55fc (MPa)且不容许出现拉应力根据桥规TB10002.3-2005第6.3.15条-最大剪应力:Tc=T-TpW0.17*fc(MPa)无竖向预应力或Tc=T-TpW0.17*fc+0.55dcy

44、 (MPa)有竖向预应力*运营阶段混凝土的最大应力*|Vt 1 p.单元号结点号上缘正应力下缘正应力最大剪应力最大最小最大最小1j0.940.619.588.881.472i0.940.619.588.881.482j1.260.589.638.471.383i1.260.589.638.471.383j2.830.669.516.451.444i2.830.669.516.451.444j4.841.1312.666.652.115i4.841.1312.666.652.115j5.841.3412.365.142.086i5.841.3412.365.142.086j7.001.7611.

45、763.412.007i7.001.7611.763.412.007j7.872.1511.262.191.568i7.872.1511.262.191.568j8.242.3811.021.741.159i8.242.3811.021.741.159j8.262.4511.051.840.7710i8.262.4511.051.840.7710j8.232.3811.021.751.1511i8.232.3811.021.751.1511j7.872.1511.262.191.5612i7.872.1511.262.191.5612j7.001.7611.763.422.0013i7.001

46、.7611.763.422.0013j5.841.3412.365.152.0814i5.841.3412.365.152.0814j4.841.1312.666.652.1115i4.841.1312.666.652.1115j2.830.669.516.451.4416i2.830.669.516.451.4416j1.260.589.638.481.3817i1.260.589.638.481.3817j0.940.619.588.881.4818i0.940.619.588.881.47上缘最大应力不满足要求的断面数: 0上缘最小应力不满足要求的断面数: 0下缘最大应力不满足要求的断面

47、数: 0下缘最小应力不满足要求的断面数: 0剪应力不满足要求的断面数:0上缘最大应力=8.26上缘最小应力=0.58下缘最大应力=12.66下缘最小应力=1.74最大剪应力= 2.11各截面箍筋间距计算值*说明：此处的箍筋间距仅供设计参考，设计者还应考虑规范的构造要求 和实际情况确定实际的间距。*- 根据桥规TB10002.3-2005第6.3.17条|Vt 1 p.单元号结点号间距1j0.2002i0.2002j0.2003i0.2003j0.2004i0.2004j0.2005i0.2005j0.2006i0.2006j0.2007i0.2007j0.2008i0.2008j0.2009i0.2009j0.20010i0.20010j0.20011i0.20011j0.20012i0.20012j0.20013i0.20013j0.20014i0.20014j0.20015i0.20015j0.20016i0.20016j0.20017i0.20017j0.20018 i最小箍筋间距= 0.20最大箍筋间距= 0.200.200*运营阶段正截面抗裂安全系数*-根据桥规TB10002.3-2005第6.3.9-