空腹式等截面悬链线箱形无铰拱桥课程设计说明书

1、桥梁工程课程设计桥梁工程课程设计任务书设计主题空等截面接触网箱形铰拱桥设计设计资源设计标准设计荷载：高速公路- I 级，人群荷载3.5桥面净空-人行道+安全带净跨度；净损失高度；净跨度比材料数据和结构布置要求拱顶填充物（包括铺面，以下简称铺面）的平均厚度；材料容重主拱环材料容重（含隔板、施工超重）拱上柱（墙）的材料密度腹拱环材料体积密度腹弓填充物堆积密度钢筋混凝土简支板材料容重主拱环实腹段填料的容重人行道板和栏杆重型混凝土材料：强度等级为C40 ，主要强度指标有：强度标准值强度设计值弹性模量普通钢筋纵向拉伸普通钢筋采用HRB400钢筋，其强度指标为抗拉强度标准值抗拉强度设计值弹性模量相对极限压

2、缩区高度2）箍筋和结构钢筋为HRB335钢筋，强度指标为抗拉强度标准值抗拉强度设计值弹性模量桥梁采用支架现浇施工方法。主拱圈为钢筋混凝土拱圈，单箱六室断面，现场采用C30混凝土浇筑而成。拱上的建筑物可以是简支板或弧拱形式，净跨度约5 7m，拱脚至拱顶约4 6跨（具体几何形状）主拱环的可参考说明书中的示例进行修改） 。3 .设计计算依据交通部发布标准公路桥涵设计通则 （JTG D60-2004 ）交通人交通部发布标准公路钢筋混凝土和预应力混凝土桥涵设计规范（ JTG D62-2004 ）过人通信发布标准公路砌体桥涵设计规范 （JTG D61-2005）公路设计手册-拱桥（上） 人民交通， 200

3、0.7主拱环截面几何元素的计算主拱环截面设计拱环截面高度按经验公式估算拱环由6 个拱箱组成，每个拱箱宽1.5m ，全宽箱形拱断面几何特性横截面面积盒子底边周围的静态表面力矩主拱环段重心轴线：主拱环段绕重心转动惯量：圆弧段围绕重心的回转半径：确定拱轴系数上层建筑布局主拱假设，相应地，检查“拱桥”（第 1 卷）的表 - 20 ( 6 )：主拱圈计算跨度和计算高度：拱铰段的水平和垂直投影：24等分，每等分长，各等分拱轴纵坐标, 对应的拱腹背坐标: ,拱腹表面坐标,具体数值如下表所示：节号035.443846114.175130.730570.8897160.88971613.2854132515.0

4、6484575132.490192170.81792911.594250.775040.8386660.83866610.7555831112.43291589229.536538330.6594589.3479030.816220.7963540.7963548.5515486261058288450.5222847.4034430.853470.7615970.7615976.641846568.165040111423.629230670.4044165.7326490.886390.7333120.7333124.999337656.465960694520.

5、675576830.304144.3112240.91480.7105380.7105383.6006860645.021761709617.7219230.223.1185280.938720.6924320.6924322.4260962423.810960738714.768269170.1507742.1372410.95830.6782840.6782841.4589565132.815525437811.814615330.0954561.3531010.97380.6674880.6674880.6856129712.02058935298.86096150.0532430.75

6、47260.985490.659570.659570.0951560541.414296786105.9073076670.0235210.3334130.993630.6541670.654167-0.320753820.987580265112.9536538330.0058590.0830520.998420.6510290.651029-0.567976540.7340807091200010.650.65-0.650.652 、拱顶腹孔的布置延伸3m，跨度中间对称布置5对弧形小拱，腹拱环厚度d=0.35m ，净跨度l 0 = 4.8m ，净垂高f 0 = 0.8m ，位于0.5m宽度

7、为1000的钢筋混凝土盖梁上，由宽度为1000000000的钢筋混凝土弯曲式腹板拱墩支撑.0.6m腹侧穹窿的背面和主穹窿的背面在同一水平线上。腹拱桥墩中心线横坐标l x 为自拱背到腹拱拱线各墩中心线上的高度h = y 1 + y (1- 1/cos ) - (d+ f 0 ) ，分别计算如表所示项目第1列32.50.916943381.32553311.602180.8155831.29041710.26341007第2栏27.10.764589711.105297.7232510.6268611.1802356.456098167第3栏21.70.612236040.8850484.7772

8、190.4686691.1043783.5593734994号跨墙16.30.459882370.6648062.6206050.3333031.0540831.4354510285腹弓11.0950.313030360.4525161.1905360.2182571.0235410.025234161空腹段和实腹段之间的分界线10.990.310067930.4482341.1677340.2160551.0230740.002736639由f 0 / l 0 = 1/8 ，查拱桥 （卷一）表3-2可得sin 0 =0.6 , cos 0 =0.8 , 0 =36.87 0拱腹的水平和垂直投

9、影x =d sin 0 =0.35 0.6=0.21m ; y =d cos 0 =0.350.8=0.28m(2) 上恒载计算1.桥面系统栏杆： g=52kN/m2 、主拱圈恒载3.拱上空腹段的恒载腹弓外弧跨度圆弧半径圆顶重量腹弓侧壁护弓填充和路面重量两个腹弓之间的弓线以上的部分重力腹弓重力：下腹部盖梁重力底梁重力1列重力2列重力3重力4横壁重力第五腹弓重力腹侧浓度拱的实心腹板截面上的荷载圆顶填充和桥面系带悬链线弯曲三角形腹弓推力靠近主弓拱顶的腹弓一般由两个平的铰链弓组成。在大恒载作用下，考虑周边填料等结构的影响，折衷计算为无铰弧拱。它的推力，不管弯矩的影响。拱腹的水平推力查阅拱桥 （卷一）

10、表（一）-4得到腹弓足弓足推力作用线纵坐标如图所示，其与x轴的偏心距为：腹板拱推力对各截面重心产生的力矩：检查拱轴系数l/4段和拱脚段的恒载见下表：项目浓度数重力l/4节拱部手臂片刻手臂片刻主拱P0-125281.0196321411.4988790.26隔膜P1-14P15P0中间连接器拱形截面禁食段拱起P131876.91266002.9438465525.342P141781.72986008.34384614866.48P151709.311740013.7438523492.52P161655.268951.4219232353.66519.1438531688.21P17720.5

11、573176.6269234775.07824.3488517544.74实心腹节P181625.640812.2269219876.5829.9488548686.07P19827.1439859.4702497833.2627.1921722491.84腹弓推力F799.3023742.7585282204.89813.8151311042.4715147.0515477.584958454.97264127.95、拱环弹性中心和弹性压缩系数1弹性中心弹性压缩系数6、主拱环截面力计算( 1 )结构自重计算(1)假载一个。请求虚假负载湾。假负载直接将其布置在力影响线上即可得到假载荷。不考虑弹

12、性压缩的假负载如下表所示项目影响线面积力或力矩表值乘数圆顶部分米0.001985025.0659.949628183.1262H0.12742354.498745.17022831.373l/4米-0.001245025.065-6.23108-114.685H0.12742354.498745.17022831.373拱部米0.00445025.06522.11029406.9472H0.12742354.498745.17022831.373五0.270.8876914.17754260.9423考虑弹性压缩的假载荷包括弹性压缩在内的假载荷计算如下表所示项目圆顶部分l/4拱部10.9387

13、20.7305700.3446810.682838831.3730275831.373831.373260.94239.7158817469.7158829.715882821.6571458875.2952778.4593183.1262302-114.685406.94724.80810471.689576-9.36702229.8412069-98.2694315.9383(2) “拱轴静载”力一个。推力湾。考虑弹性压缩力考虑弹性压缩的“拱轴恒载”力见下表项目圆顶部分l/4拱部10.938720.7305717817.6096417018.3117018.3117609.38327168

14、19.4216819.4217817.6096418129.2723294.56208.2263708186.6976145.299617609.3832717942.5723149.264.80810471.689576-9.367021001.174192336.0318-1862.96(3)考虑确定的m系数偏差影响的恒载力考虑到m系数偏差的影响等于“拱轴m的恒载”力加上“假载”力，计算结果如下表所示圆顶部分l/4拱部拱轴恒载假负载全部的拱轴恒载假负载全部的拱轴恒载假负载全部的水平力17817.60964831.37302818648.9817018.30727831.3730275178

15、49.6817018.31831.37317849.68轴向力17609.38327821.65714618431.0417942.57127875.29523818817.8723149.26778.459323927.72弯矩1001.174192229.8412071231.015336.0318449-98.26939119237.7625-1862.96315.9383-1547.032 、“静载压力线”偏离拱轴的影响“静载压力线” （指不考虑拱轴挠度和静载弹性压缩影响的无铰拱桥的静载压力线，即所谓“三铰拱恒载压力线” ）和拱轴线偏离“五点”的影响可用一般力学原理计算，见图13 。“

16、死压线”偏离拱轴线的弯矩M p恒载弯矩Mp ，首先计算桥跨结构各段沿各段跨度的恒载力矩，然后计算各段压力线纵坐标，再计算Mp .接下来，根据主拱圈、拱上实腹截面和各集中力三部分，计算各截面上各砌块的恒载力矩。一个。各截面主拱环自重产生的力矩M l这里，对于每一个需要的平分点，积分的上限是一个常数，不管等式前面的负号如何，上式为：式中：根据的取值，可从拱桥（例集）附表1-1中求得；根据的取值，可从拱桥（例集）附表1-2中查到的力矩M1对各截面的影响如下表所示节号S1S2 *S1-S2M11200000110.0833333330.083870.0037570.003233548.2189100.

17、1666666670.167043330.0142830.0135582299.390.250.251210.031480.0313235312.16980.3333333330.336296670.57574-0.46364-78631.770.4166666670.422546670.091570.08449114329.3960.50.510310.12890.12625521412.3450.5833333330.60030.1779702740.6666666670.749440.235840.26378744737.1530.750.788460.3033

18、0.28804548851.2620.8333333330.888453330.382830.35754860638.6510.9166666670.993206670.4745870.43585373918.86011.103670.580130.5235488790.26湾。实腹截面在各截面拱上的恒载产生的弯矩 M 2计算拱顶实心腹板断面的恒载时，必须将穹顶填料与面层矩形板及其下方悬链弧形三角块分开计算，否则只能是近似值。(a)矩形板从拱顶到每个截面矩形板的重力：实心腹节中每个部分的力矩：空段中每个部分的时刻：每个部分的时刻如下表所示间隔节号悬链线弯曲三角形矩形块M2k 磷n _实心腹节1

19、2000000000110.083333330.12046715.908170.750060.73823511.743965820.003472222645.2323656.9763100.166666670.240933127.54270.7502421.475399188.17636390.0138888892580.9292769.10690.250.3614432.02070.7505432.210427954.95030620.031255807.0916762.041分界点0.310067930.448234827.1440.750835升/2*0禁食段80.33333333827

20、.1440.7508353.5629422947.0656490.05528491610273.4213220.4970.41666667827.1440.7508356.5165955390.1626520.081123911507520465.1760.5827.1440.7508359.4702497833.2596550.10696290519876.5827709.8450.58333333827.1440.75083512.423910276.356660.13280189924678.1734954.5240.66666667827.1440.75083515.377561271

21、9.453660.15864089329479.7542199.230.75827.1440.75083518.3312115162.550660.18447988734281.3349443.8820.83333333827.1440.75083521.2848617605.647670.21031888239082.9156688.5510.91666667827.1440.75083524.2385220048.744670.23615787643884.4963933.2301827.1440.75083527.1921722491.841670.2619968748686.07711

22、77.91(b)悬链弧形三角块从拱顶到任意部分的重力（见上表）每件Pi的重心横坐标：在实心腹段中，截面的重心到任意截面的力臂为，而在空腹段中，整个弧形三角形区域到每个截面的力臂的重心为。每个部分的时刻如上表所示C。每个截面上每个集中力的力矩 M 3腹孔和横膈膜等各集中力对弓的开口部分及其对应的横坐标l x 。以前已求出各垂直集中力对截面力臂产生的力矩；腹弓的水平推力 Hg 作用于第7节和第8节之间，在第07节产生力矩。具体计算如下表所示。节号垂直力P17P16P15P14P13腹弓推力联合力量磷720.5573171655.2691709.3121781.731876.913F1015.919

23、212lx11.09516.321.727.132.5e0.172603474米米米米米y1米M3120000000110.083333333000000100.16666666700000090.2500000080.333333333518.5240940000518.524170.4166666672646.8009800002.1372409751420.5529314067.35460.54775.077862353.6650003.118528492204.8983719333.64150.5833333336903.354747242.7560004.3112238863158.

24、22263217304.3340.6666666679031.6316212131.853297.657005.7326491724294.37123828755.5130.7511159.908517020.948346.372007.4034433365629.84097942157.0620.83333333313288.185421910.0313395.094341.25309.347902557184.05184560118.6110.91666666715416.462326799.1218443.89603.866011.59424958979.56229379242.8201

25、17544.739231688.2123492.5214866.485525.34214.175129511042.46581104159.8d。计算弯矩M p上部结构恒载对拱环各截面重心的弯矩：压力线纵坐标：其中H g是无弹性压缩的静载水平推力：各截面上“静载压力线”与拱轴线的偏差值： i偏转力矩具体数值见下表节号主拱足弓上有坚实的腹节专注全部的静载压力线拱轴偏心偏转力矩M1M2M3米义y1y_ _国会议员120000000011548.2188748656.97625501205.1950.064680.0830520.018371989342.3288137102299.30038127

26、69.1055205068.4060.272010.3334070.0613974791144.03107195312.1688186762.0409012074.210.6479950.7547130.1067183311988.5032478-78631.7335413220.4902518.5241-64892.7-3.482641.3530774.83571786490104.86413714329.393720465.16744067.35438861.912.0856282.1372030.05157468961.0009636621412.3353527709.84459333.

27、64158455.823.1371883.118474-0.01871356-348.6932838529205.2687834954.521717304.3381464.124.371994.311148-0.06084152-1133.671713444737.1475942199.198928755.51115691.96.2089125.732548-0.47636392-8876.180808348851.2624249443.876142157.06140452.27.5377427.403313-0.13442889-2504.839449260638.6513256688.55

28、3360118.61177445.89.5231039.347738-0.17536483-3267.606796173918.8613863933.230579242.82217094.911.6509811.59405-0.05692724-1060.736273088790.2582271177.9076104159.8264127.914.1751314.17488-0.0002495-4.648981647弹性中心的偏转力矩M p产生的多余力冗余力项的计算如下表所示。部分12010.504.808020110.0183719890.998421.0015830.0184014.725

29、0530.086946100.0613974790.993631.0064110.0617914.4746980.27649690.1067183310.985491.0147240.108294.0533920.4389484.8357178640.97381.0269054.9658223.45502817.1570570.051574680.95831.0435150.0538192.6709020.1437456-0.0187135550.938721.06528-0.019941.689631-0.033685-0.0608415160.91481.093135-0.066510.4

30、96957-0.033054-0.4763639180.886391.128172-0.53742-0.924440.4968153-0.134428890.853471.171687-0.15751-2.595210.4087682-0.1753648340.816221.22516-0.21485-4.539630.975341-0.0569272410.775041.290256-0.07345-6.785950.4984330-0.00024950.730570.684397-0.00017-9.366780.00159913.251224.1382820.4174上面的表1(3) “

31、静载压力线”偏离拱轴线的附加力拱环任意截面上偏离拱轴线的“静载压力线”所产生的附加力为：拱顶、 l/4截面和拱脚如下表所示。项目圆顶部分l/4拱部10.938720.7305700.3446810.6828384.80810471.689576-9.367021564.4309821468.5631142.9260539.22911068.2530-348.693-4.64898-5819.037087-5819.04-5819.04-13340.98504-8810.968830.378(4)空心式无铰拱的恒载压力线考虑压力线与拱轴线的偏差和恒载下弹性压缩的影响后，空腹无铰拱桥在拱的任一截面

32、上均存在三个力。这三个力的合力作用点的偏心率为因此，开腹式无铰拱桥恒载压力线纵坐标空腹无铰拱恒载压力线纵坐标值见下表部分1204.808104700.04508410.9936650.045371572-0.045371572110.0830524.72505270.0183720.062930.998420.9952580.0632298650.019722074100.3334074.47469770.0613970.1043690.993631.0001160.1043573630.22838061990.7547134.05339170.1067180.1470210.985491.0

33、084810.1457850280.60678148681.3530773.45502774.8357184.872230.97381.0207364.773252643-3.54859956972.1372032.67090170.0515750.083120.95831.0374440.0801196632.05359696563.1184741.6896307-0.018710.0066150.938721.0593340.0062445443.1118218154.3111480.4969567-0.06084-0.043070.91481.08734-0.039609054.3544

34、460445.732548-0.9244433-0.47636-0.46760.886391.122556-0.416545236.20248248537.403313-2.5952083-0.13443-0.136240.853471.166281-0.116819867.54018934829.347738-4.5396333-0.17536-0.18950.816221.219989-0.155328119.538039775111.59405-6.7859453-0.05693-0.085290.775041.285346-0.0663567611.67966721014.17488-

35、9.3667753-0.00025-0.044960.730571.364166-0.0329602314.219995773 、开带无铰拱实际静载能力开腹无铰拱的实际恒载力等于拱轴系数m偏差影响的力与“压力线”与拱轴偏差的附加力之和，结果如下表所示部分项目圆顶部分l/4拱部拱轴恒载假负载全部的拱轴恒载假负载全部的拱轴恒载假负载全部的水平力Hg18648.982671564.4309820213.4117849.680291564.43098219414.1117849.681564.43119414.11轴向力Ng18431.040421564.4309819995.4718817.8665

36、11468.56265120286.4323927.721142.92625070.65弯矩Mg1231.015399-13340.985-12110237.7624538-8810.955741-8573.19-1547.038830.3787283.353( 2 )活载能力计算1.公路 - I类和人群荷载力车道荷载的均布荷载标准值采用10.5KN/m ，计算剪力时附加集中荷载P采用360KN人群负荷电桥基频：高速公路-I级和人群荷载力如下表所示部分项目一级公路人群负荷影响线面积车道负载集中负荷表值乘数区域圆顶部分最大10.53605.250.00665025.06487733.16543对

37、应H110.53605.250.06536354.498692723.17003最小10.53605.25-0.004965025.064877-24.9243对应H110.53605.250.06167354.498692721.86193L/4节最大10.53605.250.008975025.06487745.07483对应H110.53605.250.04054354.498692714.37138最小10.53605.25-0.0015025.064877-5.02506对应H110.53605.250.0865354.498692730.66414弓形脚最大10.53605.250

38、.018615025.06487793.51646对应H110.53605.250.08977354.498692731.82335对应V蒸汽10.53600.1640170.88769211.6262911.62608人们0.1640170.88769211.6262911.62608最小10.53605.25-0.014945025.064877-75.0745对应H110.53605.250.03726354.498692713.20862对应V蒸汽10.53600.3359970.88769223.8175623.81713人们0.3359970.88769223.8175623.81

39、713连接到表：影响线纵坐标汽车力或力矩人群力量或时刻表值乘数0.051770.887691750.979174.11850.232435.00085694.817121.6427-0.012270.88769-601.696-130.8530.12195.00085471.458114.77520.0595870.887692093.429236.64290.136325.00085416.13375.44973-0.0286370.88769-822.558-26.38160.206395.00085728.2155160.98670.0513970.887692408.042490.96

40、140.197315.00085723.8317167.07260.707141448.93860.70714161.03802-0.0613170.88769-2470.53-394.1410.062875.00085264.469569.345260.938261688.18330.938261125.0422用于道路I级和人群荷载力 用于人的弹性压缩项目圆顶部分人群L/4最大最小最大最小最大最小cos 11110.938720.93872罪00000.3446810.344681H1对应M694.8169837471.457979121.6427114.7752416.133728.21

41、55V对应M694.8169837471.457979121.6427114.7752390.6324683.5905H8.1200128295.509716841.4215831.3413254.8631598.510326N_ _8.1200128295.509716841.4215831.3413254.5651457.988813Np686.6969709465.948262120.2211113.4338386.0672675.6016米1750.978655-601.69633174.1185-130.8532093.429-822.558是的4.80810474.80810474

42、.8081054.8081051.6895761.689576M_ _39.0418718526.49129546.8351216.4492338.21667814.37884国会议员1790.020527-575.20503180.9536-124.4032101.645-808.179连接到表人群拱部人群最大最小最大最小0.938720.938720.730570.730570.730570.730570.3446806660.3446806660.6828380.6828380.6828380.68283875.44972927160.9867188723.8317264.4695167

43、.072669.34526448.9386688.183361.03802125.042270.82616986151.1214527835.3619663.1311163.7373136.04510.8817469691.8813792028.4590953.0907361.9525020.8104070.8277135151.7660882846.1799612.2579991.4264390.59205969.99845634149.3553644829.182660.8731162.3108135.453236.6428677-26.38159062408.042-2470.53490

44、.9614-394.1411.689576211.68957621-9.36702-9.36702-9.36702-9.367021.4897787033.178733542-79.2365-28.951-18.2891-7.5911238.1326464-23.202857062328.806-2499.48472.6723-401.732( 3 )温度变化、混凝土收缩和徐变的受力计算温度变化是其他可变载荷，混凝土收缩和蠕变成为永久载荷。好像是分开计算的，但考虑到习惯和可能性，三者还是一起计算的。拱门关闭温度7月平均最低气温2月平均最高气温30拱环材料弹性模量拱环材料线胀冷缩系数混凝土收缩被

45、10混凝土徐变的影响：计算温度力时；计算混凝土收缩力时，包括系数。因此，在计算降低的温度时计算高温时由于温度变化、混凝土蠕变和收缩导致弹性中心的水平力温度变化、混凝土蠕变和收缩的作用力如下表所示。项目温度上升温度下降圆顶部分L/4弓形脚圆顶部分L/4弓形脚11.611.611.6-8-8-8198.9843404198.98434198.9843-137.231-137.231-137.23110.938720.7305710.938720.730574.80810471.68957621-9.367024.8081051.689576-9.36702198.9843404186.790581

46、45.372-137.231-128.821-100.257-956.7375424-336.199211863.891659.819231.8615-1285.447、检查主拱环法向截面强度根据桥梁规范（JTJ D60-2004）的规定，构件按极限状态设计的原则是荷载效应的不利组合设计值小于或等于结构阻力效应设计值.这是或者式中： -在极限承载力下作用的几种基本组合的效果组合设计值；-结构重要性系数，对于高速公路-I标准，采用1.1的安全系数；-第i个永久效应4.1.6的分项系数按JTGD60-2004的表格采用；第i个永久效果的标准值和设计值；-车辆荷载效应偏系数，取1.4 ；-车辆荷载效

47、应的标准值和设计值；- 在作用效应组合中，除车辆载荷效应和风载荷外的第i 个变量作用效应的偏系数取1.4-作用效果组合中除车辆载荷作用外的第j个变量作用效果的标准值和设计值；-动作效果组合中，除轿厢载荷效果外的其他可变动作效果的组合系数，当永久动作与轿厢载荷和人群载荷组合时，人群的组合系数取载荷= 0.80 , ,当组合中除车辆载荷外还涉及其他两个变量动作时, =0.70 ;等等。对于为本课程设计的桥梁，请采取：永久影响：结构自重、混凝土收缩和蠕变可变负载动作：汽车和人群负载其他可变负载效应：温度变化所以：短期投资组合长期投资组合各荷载组合的设计值见荷载组合计算表编号力总结系数圆顶L/4弓形脚

48、米米米1静载1.2或0.9-1211019995.47-8573.1920286.437283.35261925070.646842汽车Mmax1.41790.021686.6972101.645386.06722328.805584829.18197023车分钟1.4-575.205465.9483-808.179675.6016-2499.48205660.87308314CrowdMmax _1.4180.9536120.2211238.132669.99846472.6722678162.31084295CrowdMmin _1.4-124.403113.4338-23.2029149

49、.3554-401.732064135.45302866温度上升1.4-956.738198.9843-336.199186.79061863.891251145.37198967温度下降1.4659.819-137.231231.8615-128.821-1285.44224-100.2565445荷载组合8基本组合最大-7568.9918940.63-4312.9818740.6311203.8363931306.444189基本组合最小值-16396.824953.06-11771.525618.984488.65849223764.0129910短期组合最大-10207.820463.

50、71-6748.4720510.758280.20814925705.5404311短期组合最小值-13383.220578.72-9404.1421035.626706.4121925762.9795212长期组合最大-10827.820195.37-7491.8220358.447331.23176425371.2447913长期组合最小值-13144.220377.54-9159.3120752.987661.58915725492.88682注：荷载安全系数取值：结构自重弯矩与车辆荷载弯矩符号相同时，恒载系数取1.2 ，符号不同时取为0.9 。2.拱环截面阻力验算结构施工承载力时，应按

51、下列公式计算：( 4.0.5)在公式中；N d -轴向力设计值；A-构件截面积f cd -标准层抗压强度设计值， C30混凝土为f cd =13.8MPa； -偏心距e和长细比对受压构件的影响系数，见 JTG D61-2004规定 4.0.6。( 4.0.6-1 )( 4.0.6-2)( 4.0.6-3)式中： x , y -分别为x、y方向偏心受压构件承载力的影响系数；x和y-分别为截面在x和y方向的重心到截面在偏心方向的边缘的距离；e x , e y - x和y 方向的轴向力偏心率，e x =0, e y =M xd /N d ，其中M xd在x附近轴的弯矩设计值， N d为轴向力设计值；

52、m-截面形状系数，箱形截面m=8 ；i x , i y -弯曲平面的回转半径, , , I x和I y 分别是绕x轴和y 轴截面的惯性矩， A为截面面积； -与砂浆强度相关的系数，对于复合材料， = 0.002 ； x , y - x 、 y方向的构件长细比，按规定4.0.7公式（-1 ）和（ 4.0.7-2）计算，当 x , y小于3时取3 。截面强度校核表：部分编号圆顶部分820834.6938-8325.89-0.3996210.50076782927.04627927448.3694-18036.4-0.65711-0.01421-2352.994191022510.0766-11228.6-0.4988310.30234950069.068381122636.5974-14721.6-0.650341-0.00069-113.6577011222214.9116-11910.6-0.5361510.22769337705.963281322415.2902-14458.7-0.6450410.0099281644.041802L/4820614.6976-4744.27-0.2301410.839719139057.5167928180.8783-12948.6-0.4594810.38103363099.09247