下部结构—xxx特大桥下构弯剪扭、稳定计算书报告.docx

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1、石马河特大桥下构主墩计算报告一、工程概况(同上部结构计算书)二、技术标准与设计参数设计参数2.1.1、 设计荷载:公路一级。2.1.2、 设计车速:120Km/h。2.1.3、 桥面宽度:整体式路基宽为24.5m,每半幅桥宽为12m。2.1.4、 桥面纵坡:主桥纵坡为i=2.1%。2.1.5、 平曲线:主桥平面位于R=2500的左偏圆曲线上。2.2 设计采用的技术规范、标准公路工程技术标准QTGB012003)2.2.1、 公路桥涵设计通用规范(JTJD602004)公路钢筋混凝土及预应力混凝土桥涵设计规范QTG D62-2004)公路桥梁抗风设计规范(JTJ/TD60-012004)2.2.

2、2、 公路桥涵地基与基础设计规范(JTJ02485)公路工程抗震设计规范(JTJ00489)2.2.3、 公路桥涵施工技术规范OTJ0412000)设计荷载取值及设计参数251、自重取 26KN/n?252、百年一遇基本风速:26.3m/s主要材料及设计参数2.2.4、 混凝土C50混凝土弹性模量:34500Mpa剪切模量:13800 Mpa泊松比02轴心抗压标准强度:32.4 Mpa剪扭构件混凝土抗扭承载力降低系数以计算:其中:埠市 此处b=1300mm,叱用其叱代替(,她设计扭矩Td(kN m)设计剪力Vd(kN)BtB t实际取值1716920_.21.426116607.8776.31

3、.4701-34097.8-217.11.4961-34472.420_.11.4611由以上内力比较可以看出，主要是横桥向起控制作用，因此以横桥向 内力为基础计算。截面与配筋判定：051X10-3= 3.606 X1030.5X10-3 九=9.15X10-4抗扭截面尺寸判定荷载工况设计扭矩Td(kN m)设计剪力 Vd(kN)1 b% Wt截面判定条件 051x10-3 几判定结果11716920_.20.0012850.003606截面尺寸满足116607.8776.30.00108980.003606截面尺寸满足2-34097.8-217.10.0020570.003606截面尺寸满足

4、2-34472.420_.10.0023220.003606截面尺寸满足抗扭配筋判定荷载工况设计扭矩Td(kN m)设计剪力 Vd(kN)1 她)叱配筋判定条件0.5X10九判定结果11716920_.20.0012850.000915验算抗扭承载力116607.8776.30.00108980.000915验算抗扭承载力2-34097.8-217J0.0020570.000915验算抗扭承载力2-34472.420_.10.0023220.000915验算抗扭承载力由以上比较可知，工况1和2的墩底的截面尺寸均满足要求，但均需 验算抗扭承载力。下面进行截面配筋计算。由设计图纸可知，箍筋为包16

5、 10cm/20cm(验算截面处为10cm),根据公路钢筋混凝土及预应力混凝土 桥涵设计规范（JTG D622004）554条规定取叱=凡卬。首先按剪扭构件 承载力计算（公路钢筋混凝土及预应力混凝土桥涵设计规范（JTGD62一 条规定）由于抗剪所占用的单肢箍筋面积。乩=0.4口=1cl = 0.9olI 1。3 = 1.1fcuk = 50, fsv = 280Mpa, b = 650*2 = 1300mm h0 = 6460mm纵向主筋取 25 4 28, As = 15392.5mm2 P= 100 =0.18329 一 恢）Sv = 100 mm -i2Yd n024 I” %110 M

6、oPsvJ =L =0.000132853 （2 + 0.6p）7G，抗剪所需的单肢箍筋面积为= b*&S，/2=8.635根据设计图纸可知，抗扭纵筋为止2812cm沿周边布置，共104根。4 =615.7*104 =64032.8 mm2, fsd =280 Mpa, UCor=2（bCor+hCOr）= 18600mm则g= %A4y =1 788,取 1.7 f A U Corfld = 3Mpa , 4”为实际单肢箍筋总面积减去抗剪所需的单肢箍筋面 积。0.35力4.力”叱=6.76 E9 KN.mm1.2痣九4A=l565E10 KN.mm0.35。Ba+12后 /川=2.24E10

7、 KN.mm3.45E7 KN.mmSy满足要求。墩底最不利截面双向偏压计算根据公路钢筋混凝土及预应力混凝土桥涵设计规范OTG D62-条规定，相互垂直对称轴的钢筋碎双向偏心受压构件，其正截 面计算应考虑双向偏心关联计算。验算依旧采用6号墩的墩顶、墩底的实 心与空心交接处作为验算截面。顺桥向、横桥向偏压计算结果如下：工况1结果如下:单 元荷载位置轴向弯矩-y弯矩-z顺桥向 偏心距横桥向 偏心距(kN)(kN*m)(kN*m)(m)(m)55p-deltalI 56-17826.4-5338.48543. 70. 2990. 47956p-deltalI 57-57476.913463.3-33

8、927.70. 2340. 59093p-deltalJ 96-39958.98767. 3-153078.60.2193. 83194p-deltalJ 97-79609.4-3419.5-103863. 50. 0431.305工况2结果如下:单元荷载位置轴向弯矩-y弯矩-z顺桥向 偏心距横桥向偏 心距(kN)(kN*m)(kN*m)(m)(m)55p-delta2I 56-22881. 3-6212.7-52501.40.2722.29556p-delta2I 57-52776. 812779.835246. 90. 2420. 66893p-delta2J 96-45013. 8765

9、9. 8-37796.10. 1700. 84094p-delta2J97-74909.3-4511.8-135460.10. 0601.808验算截面取工况1左墩墩底空心与实心交接处的截面。顺桥向截面高度 为3.0m,横桥向截面高度为6.5m,从结果可以看出，顺桥向为小偏心，可 按构造配筋即可！依旧是横桥向控制设计，根据公路钢筋混凝土及预应 力混凝土桥涵设计规范（条规定y Kd - 1- 1N” N“y N“o顺桥向（假定为x方向）计算参数如下：b=6.5m, h = 3m, As =AS =54 28+35 25=50430mm2,（为方便计，将 腹板内的两层钢筋等效为一层钢筋计算）M =

10、 8767.3kN.m, N=39958.9kN, 0= 0.219m, fcd =22AMPa,f . 280 MPcif a=aK = 23cm, /?0 = 3 0.23 = 2.77m ） = 0.003 ,3 ciSSuC- itE=2xW5 MPa,偏心距增大系数” 1+1,1400 eo / /z0 h。=0.2 + 2.7曳，多=1.15-0.。上 %-h根据公路钢筋混凝土及预应力混凝土桥涵设计规范条规定，考虑腹板内均匀布置的钢筋所承担的轴向力。N“按 下式外储力/的+仅尸匕）叼+/-大4 +小，N（l+篇;）却计算, 且偏心距考虑增大系数，公式取等号。其中：尸=0.8 ,自=

11、就=0.56 , A5w = 2x（ 15立28+9立25）=27309mm2fsw 280 MP a y co - hsw / % , /isu. h cis cis 254c/7i/。的计算若以一端自由，一端固接计算，取/=2*84=168m。考虑到主 梁对主墩纵向弯曲的弹性嵌固作用，等效长度必小于2。为此将整体梁和墩 建模，求得其临界力后，利用eurla公式求其等效压杆长度。结果见下图1!临载系数=5.711E+005Mode 1MAX 7 28MIN : 98文件：悬臂稳定-考虑单位：Hfifl: 03/01/2006图1主墩纵向失稳图程序结果为以=5.711xK）5%n = /”，而

12、一端自由，一端固接的P = 1.537 X 1()5攵N =,其中 二 3.4554*107左/加2, / = L272xlO%4,因此可(2/)2求出 = 1038。顺桥向=1.038*84 = 87.2加最终可得到N”的结果为L63xl（）5kN。（过程略）横桥向（假定为y方向）计算参数如下：b=3m, h = 6.5m, As = A =25 4）28+9 4）25=19811.5mm2,（为方便计，将 腹板内的两层钢筋等效为一层钢筋计算）M= 153078.6kN.m, N=39958.9kN, % =3.831% fcd =22AMPa,fd =280 MPa, a = a = 23

13、.1cm， /z0 = 6.5 0.231 = 6.269m， e = 0.003 ， “J （4J JJC-E =2xl05 MPa,偏心距增大系数 =1 +14）2我2，1400/% h。=0.2 + 2.7曳，0.01上 出 一h根据公路钢筋混凝土及预应力混凝土桥涵设计规范QTG D62-条规定，考虑腹板内均匀布置的钢筋所承担的轴向力。N按“y下式名其捌/（4封引+Kn/（1+左?）却然计算,l 、/ 0.5pco且偏心距考虑增大系数，公式取等号。其中：，=0.8 , J = = 0.56 , Asw = 2x（42立28+36立25）=87070.8mm2fsw =280 MPa, a

14、-hsw /% , hsw = h-as -as -604cm横桥向弯曲由于主梁对主墩的横向弯曲影响很小，从图2中可以看出，横向失稳时主梁横向位移为同一值，以=6.402x1（）5左n = 1W，其中（2小E = 3A55M01kN/m2 ， / = 5.2984x10m4 ，程序求出的临界力与理论界一致，故/（）的计算以一端自由，一端固接计算，取/0 =2*84=168m。tSULKLlNL 1VKJUK临界荷载系数=6.402E+005图2主墩横向失稳图Mode 2MAX : 2MIN : 98文件：息再稳定-考虑 单位： 日日 n7/m /?nnA最终可得到N”的结果为2.12xl04k

15、N。（过程略）N”“为截面轴心抗压承载力，按公路钢筋混凝土及预应力混凝土桥涵 设计规范（JTGD622004）5.3.12条规定，依据为0.99（北A+九4：）,计 入全部纵向钢筋，但不考虑稳定系数0。公式取等号。最终可得到N“o的结果为2.42xl（）5kN。（过程略）依据 r0-jJp，口Jr =2.107 xl04kN 7oNd,无法满 11 N” N“y N“o Nllx Nuy Nu。足规范要求。5.2增设横向联系梁后主墩的强度计算增加了横向联系以后，对施工阶段的分析以6号墩为对象进行计算。采 用施工荷载与风荷载的两种组合，并考虑重力二阶效应（p八），以此得到 的内力结果进行强度复核

16、。（计算时两幅内力都计算）：工况1作用下的墩载面内力：单 元荷载位置轴向 (kN)剪力-y (kN)剪力-z (kN)扭矩(kN*m)弯矩-y (kN*m)弯矩-z (kN*m)53p-deltalI 54-12317.8918.0-87.68365. 3-2351.333892.853p-deltalJ56-14267.8918.0-87.68365. 3-1984.130206.554p-deltalI 55-52414.2359.8244.87914.517435. 111512.654p-deltalJ57-54364.2359.8249.37914.516694.810029.455

17、p-deltalI 56-14267.8918.0-87.68365. 3-1984. 130206.555p-deltalJ58-15402.8918.0-87.68365. 3-1613.826514.956p-deltalT57-54364.2359.8249.37914.516694.810029.456p-deltalJ：59-55499.2359.8254. 17914.515911.08540.357p-deltal158-15402.8918.0-87.68365. 3-1613.826514.957p-deltalJ 60-16537.8918.0-87.68365. 3-1

18、241.122818.158p-deltalI 59-55499.2359.8254. 17914.515911.08540.358p-deltalJ61-56634.2359.8259. 17914. 515079.97046.059p-deltalI 60-16537.8918.0-87.68365. 3-1241. 122818.159p-deltalJ62-17672.8918.0-87.68365. 3-866. 019116.160p-deltalI61-56634.2359.8259. 17914. 515079.97046.060p-deltalJ63-57769.2359.8

19、264.37914. 514200. 85547. 161p-deltalI 62-17672.8918.0-87.68365. 3-866. 019116.161p-deltalJ64-18807.8918.0-87.68365. 3-488. 715409.162p-deltalI 63-57769.2359.8264.37914.514200. 85547. 162p-deltalJ65-58904.2359.8269.87914.513273. 44044. 163p-deltalI 64-18807.8918.0-87.68365. 3-488. 715409.163p-deltal

20、J 66-19942.8918.0-87.68365. 3-109.411697.364p-deltalI 65-58904.2359.8269.87914.513273. 44044. 164p-deltalJ67-60039.2359.8275.57914.512297. 72537. 865p-deltalI 66-19942.8918.0-87.68365. 3-109.411697.365p-deltalJ 68-21077.8918.0-87.68365. 3271. 77981. 166p-deltalI 67-60039.2359.8275.57914.512297. 7253

21、7.866p-deltalJ 69-61174.2359.8281.47914.511273. 71028.967p-deltal1 68-21077.8918.0-87.68365. 3271. 77981. 167p-deltalJ70-22212.8918.0-87.68365. 3654. 34260. 968p-deltalI 69-61174.2359.8281.47914.511273. 71028.968p-deltalJ71-62309.2359. 8287.67914.510201. 7-481.969p-deltalI 70-22212.8918.0-87.68365.

22、3654. 34260. 969p-deltalJ72-23347.8918.0-87.68365. 31038. 0537.370p-deltalI71-62309.2359.8287.67914.510201. 7-481.970p-deltalJ73-63444.2359.8294.07914. 59082. 4-1993.771p-deltalI 72-23347.8918.0-87.68365. 31038. 0537.371p-deltalJ74-24482.8918.0-87.68365. 31422. 5-3188.972p-deltalI 73-63444.2359.8294

23、.07914. 59082. 4-1993.772p-deltalJ75-64579.2359.8300.67914. 57916.6-3505. 773p-deltalI 74-24482.8918.0-87.68365. 31422. 5-3188.973p-deltalJ76-25617.8918.0-87.68365. 31807. 3-6917. 174p-deltalI 75-64579.2359.8300.67914.57916.6-3505. 774p-deltalJ77-65714.2359.8307.57914.56705. 2-5017.075p-deltalI 76-2

24、5617.8918.0-87.68365. 31807. 3-6917. 175p-deltalJ7826752.8918.0-87.68365. 32192.0-10646.2单 元荷载位置轴向 (kN)剪力-y (kN)剪力-z (kN)扭矩(kN*m)弯矩-y (kN*m)弯矩-z (kN*m)76p-deltalI 77-65714.2359.8307.57914.56705. 2-5017.076p-deltalJ79-66849.2359.8314.67914.55449. 8-6526.777p-deltalI 78-26752.8918.0-87.68365. 32192.0-

25、10646. 277p-deltalJ 80-27887. 8918.0-87.68365. 32576. 0-14375.278p-deltalI 79-66849.2359.8314.67914.55449. 8-6526.778p-deltalJ81-67984.2359.8322.07914.54151. 7-8033. 779p-deltalI 80-27887.8918.0-87.68365. 32576. 0-14375.279p-deltalJ：82-29022.8918.0-87.68365. 32958. 6-18103.080p-deltal181-67984.2359.

26、8322.07914.54151. 7-8033. 780p-deltalJ：83-69119.2359.8329.67914.52812.9-9537. 081p-deltalI 82-29022.8918.0-87.68365. 32958. 6-18103.081p-deltalJ 84-30157.8918.0-87.68365. 33339. 4-21828.482p-deltalI 83-69119.2359.8329.67914. 52812.9-9537. 082p-deltalJ85-70254. 2359.8337.47914. 51435. 4-11035.683p-de

27、ltalI 84-30157.8918.0-87.68365. 33339. 4-21828.483p-deltalJ 86-31292.8918.0-87.68365. 33717. 7-25550.084p-deltalI 85-70254.2359.8337.47914.51435.4-11035.684p-deltalJ87-71389.2359.8345.57914.521.8-12528.385p-deltalI 86-31292.8918.0-87.68365. 33717. 7-25550.085p-deltalJ88-32427.8918.0-87.68365. 34092.

28、 6-29266.386p-deltalI 87-71389.2359.8345.57914.521.8-12528.386p-deltalJ 89-72524.2359.8353.87914.5-1425.6-14014.087p-deltalI 88-32427.8918.0-87.68365. 34092. 6-29266.387p-deltalJ 90-33562.8918.0-87.68365. 34463. 5-32975.788p-deltalI 89-72524.2359.8353.87914.5-1425.6-14014.088p-deltalJ91-73659.2359.8

29、362.37914.5-2903. 6-15491.589p-deltalI 90-33562.8918.0-87.68365. 34463. 5-32975.789p-deltalJ 92-34697.8918.0-87.68365. 34829. 5-36676.690p-deltalI91-73659.2359.8362.37914.5-2903. 6-15491.590p-deltalJ93-74794.2359.8371. 17914.5-4409.1-16959. 591p-deltalI 92-34697.8918.0-87.68365. 34829. 5-36676.691p-

30、deltalJ 94-35549.1918.0-87.68365. 35100.4-39445.592p-deltalI 93-74794.2359.8371. 17914.5-4409.1-16959.592p-deltalJ95-75645.5359.8377.87914.5-5554.3-18053.593p-deltalI 94-35549.1918.0-87.68365. 35100.4-39445.593p-deltalJ 96-36400.3918.0-87.68365. 35367. 7-42207.994p-deltalI 95-75645.5359.8377.87914.

31、5-5554.3-18053. 594p-deltalJ97-76496.7359.8384.77914.5-6711.6-19141.095p-deltalI 96-36400.3918.0-87.68365. 35367. 7-42207.995p-deltalJ 98-37375.3918.0-87.68365. 35543. 7-44045.596p-deltalI 97-76496.7359.8384.77914. 5-6711.6-19141.096p-deltalJ 99-77471. 7359.8389.37914.5-7488.0-19862.1148p-deltalI152

32、-22150.41063. 0-251.77896. 3-9814.642318.1148p-deltalJ153-24100.41063. 0-251.77896. 3-8777. 638049.5149p-deltalI154-61392.8447.794.57978. 610218.016531.8149p-deltalJ155-63342.8447. 799. 07978. 610125.314702.4单 元荷载位置轴向 (kN)剪力-y (kN)剪力-z (kN)扭矩(kN*m)弯矩-y (kN*m)弯矩-z (kN*m)150p-deltalI153-24100.41063. 0

33、-251.77896. 3-8777. 638049.5150p-deltalJ156-25235.41063. 0-251.77896. 3-7730.833772.2151p-deltalI155-63342.8447. 799.07978. 610125.314702.4151p-deltalJ157-64477.8447. 7103.87978. 69999. 212864.4152p-deltalI156-25235.41063. 0-251. 77896. 3-7730. 833772.2152p-deltalJ158-26370.41063. 0-251.77896. 3-667

34、4.829486.1153p-deltalI157-64477.8447. 7103.87978. 69999. 212864.4153p-deltalJ159-65612.8447. 7108.87978. 69834. 811018.2154p-deltalI158-26370.41063. 0-251. 77896. 3-6674.829486.1154p-deltalJ160-27505.41063. 0-251. 77896. 3-5610.225191.5155p-deltalI159-65612.8447. 7108.87978. 69834. 811018.2155p-delt

35、alJE161-66747. 8447. 7114.07978. 69630. 89164. 7156p-deltalI160-27505.41063. 0-251. 77896. 3-5610.225191.5156p-deltalJ162-28640.41063. 0-251. 77896. 3-4537. 420889.0157p-deltalIE161-66747.8447.7114.07978. 69630. 89164. 7157p-deltalJ163-67882.8447.7119.47978. 69385. 97304. 7158p-deltalI162-28640.4106

36、3. 0-251.77896. 3-4537. 420889.0158p-deltalJ164-29775.41063. 0-251.77896. 3-3457. 116579.1159p-deltalI163-67882.8447. 7119.47978. 69385. 97304. 7159p-deltalJ165-69017.8447.7125. 17978. 69099. 05439.2160p-deltalI164-29775.41063. 0-251.77896. 3-3457. 116579.1160p-deltalJ166-30910.41063. 0-251.77896. 3

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38、ltalJ169-71287.8447. 7137.27978. 68395. 21695.6164p-deltalI168-320_.41063.0-251.77896. 3-1277.47940. 2164p-deltalJE170-33180.41063.0-251.77896. 3-180.03613.0165p-deltalI169-71287.8447. 7137.27978. 68395. 21695. 6165p-deltalJ：171-72422.8447. 7143.77978. 67976. 8-180.4166p-deltalI170-33180.41063. 0-251. 77896. 3-180.03613.0166p-deltalJ172-34315.41063. 0-251. 77896. 3920. 7-717.9167p-deltalI171-72422.8447. 7143.77978. 67976. 8-180.4167p-deltalJ173-73557. 8447.7150.37978. 67513.3-20 _. 6168p-deltalI172-34315.41063. 0-251. 77896. 3920.7-717.9168p-deltalJ174-35450.41