拱桥设计实用计算表

0.2L0=F0=

一.截面几何特性计算

拱圈由二个拱箱组成(如图),整个设计按全宽进行 1.截面积

A=3.091m^2 2.绕箱底边缘的静面矩

S=1.8623m^33.主拱圈截面重心轴 y下=S/A=0.6025 y上=1.2-0.984.主拱圈截面绕重心轴的惯性矩Ix=0.5931m^4Rw=(Ix/A)^(1/2)= 二.确定拱轴系数

(一)上部结构构造布置

1.主拱圈

假定m=2.24,相应的Y/F=0.22k=ln(m+(m^2-1)^(1/2))=cosφj=0.73057则主拱圈的计算跨径和计算矢高:L=50.82281mF=10.18398m拱脚截面的水平投影和竖向投影:X=1.2*Y=1.2*

将拱轴沿跨径24等分,每等分长△L=L/24=

截面号0.0001.0002.0003.0004.0005.0006.0007.0008.0009.00010.00011.00012.000

m=

0.438

0.682840.73057

x25.41123.29423.29419.05916.94114.82312.70610.5888.4706.3534.2352.1180.000

y1/f1.0000.8180.6590.5220.4040.3040.2200.1510.0950.0530.0240.0060.000

主拱圈几何特性y1

10.1848.3306.7165.3194.1193.0972.2401.5350.9720.5420.2400.0600.000

2.拱上腹孔布置 从主拱两端起拱线向外延伸2.15m后向跨中对称布置四对圆弧小拱

排架式腹拱墩支承的宽为0.6m的钢筋混凝土盖梁上。腹拱拱顶的拱背和主拱拱顶的拱背在同一拱线的高度h=y1+y上*（1-1/cosφ)-(d'+f0'),分别计算如下表：

腹拱

项目Lxξ=2*Lx/Lkξ1号立柱21.5000.8461.2232号立柱16.9000.6650.9613号立柱12.3000.4840.7004号腹拱座7.9680.3140.453空实腹段分界线7.8850.3100.449由F0'/L0'=

sinφ0=

腹拱拱脚的水平投影和竖向投影：

x'=d'sinφ0=y'=d'cosφ0=

0.125

（二）上部结构恒载计算

恒载计算，首先把桥面系换算成填料厚度，然后按主拱圈、横隔板、拱上实腹段、拱上空腹段1.桥面系

拱顶填料及沥青表处面层重力

1/2*(0.56+.63)*2*7/2*23=

则换算容重γ=23KN/m^3的计算平均填料厚度为24

hd=(9.4+95.795)/9.8/23=

2.主拱圈

P0-12=0.552Ml/4=0.126

MJ=

3.横隔板

0.524

*

横隔板的设置受箱肋接头位置的控制,必须先确定接头位置后载按箱肋轴线等弧长（1）箱肋有关几何要素

1）箱肋截面积

A′=3.02*0.1+3.16*0.1+4*1/2*

2)箱肋截面静矩

J′=3.02*0.1*（

+

=O.O87

3)截面重心距箱底的距离

yF′=J′/A′=

4）箱肋计算跨径

L′=L0+2*yF′*sinφj=

5）箱肋轴线弧长

S′=

（2）确定箱肋接头、设置横隔板

1）确定接头位置

箱肋分三段吊装合拢，接头宜选在箱肋自重作用

Sx′=0.3682)布置横隔板

横隔板沿箱肋中轴线均匀设置,取板间间距△L′

S11/2=1/2*(

则接头位置刚好在ε= 端段箱肋弧长S1=1/2*( 端段箱肋设

(3)横隔板与接头加强部分的重力

横隔板厚均为0.06m。靠拱脚的一块为实心板，其余均为空心板。加厚0.1m,加强厚的断面尺寸如图1)横隔板重力

空心板P=[(1.16* 实心板P=(1.16*

2)中接头加强部分重力

P=[2*0.1*0.54*

3)拱脚加强段 P=[2*0.1*

4)各集中力作用线的横坐标

各集中力作用线的横坐标Lx可根据Kε=εx/(l′/2)值,从附表查得

横隔板的横集中力编号1号2号3号4号5号6号7号8号9号10号11号12号13号14号15号16号0号中接头拱脚加强段

4.拱上空腹段

(1)腹孔上部(如图)

Sx2.5005.0007.5008.7509.35011.85014.35016.85019.35021.85024.3500.0000.0000.0000.0000.0000.0009.05024.751

Kε=2*Sx/L′0.0990.1990.2980.3480.3720.4710.5700.6700.7690.8680.9680.0000.0000.0000.0000.0000.0000.3600.984

ε

0.0990.1980.2970.3450.3680.4650.5600.0130.6510.7410.8290.9150.0550.0690.0860.1050.1270.1510.1790.3260.940

腹拱圈外弧跨径L外=L0′+2d′sinφ0=腹拱圈内弧半径R0=L0′/(2sinφ0)=腹拱圈重力Pa=2φ0Rd′B=腹拱上面的护拱重力

Pb=(2sinφ0-sinφ0cosφ0-φ0)R^2γB =(2* =

填料及桥面系重力Pc=L外hdγ4B =腹拱墩起拱线以上部分重力(见图)

Pd=[(0.6-2* =83.2861

则一个腹拱总重力P=∑Pi=

(2)腹拱下部(如图)

盖梁重力P=[0.6*0.5*

底梁重力P=[0.5*0.5*1号立柱重力: P=3*(2号立柱重力: P=3*(3号立柱重力: P=3*(

4号腹拱座重力: P=( (3)腹孔集中力

P13 =1001.5722 P14 =1001.5722 P15 =1001.5722 P16 =(1001.5722

5.拱上实腹段(如图)

(1)拱顶填料及桥面系重

P17=LxhdγB =

(2)悬链线曲边三角形

f1=f+y上(1-1/cosφj)=

P18=Lf1(shkε-kε)B/2(m-1)k

=50.82281 =314.7251

其重心距原点(拱顶)的水平距离: ηLx=((shkε-kε/2)-(chkε-1)/kε)Lx/(shk

6.腹拱推力

腹拱拱脚的水平推力 F=(C1g1+C2g2+C3g3)RB

靠近主拱拱顶一侧的腹拱,一般多做成两平铰拱,在较大的恒载作用下和考虑到周围

g1=g2=g3=

由F0′/L0′F=(

24*24*24*C1=

0.8428286

[(0.35 =

0.95

4.250=

0.8428286

*

腹拱拱脚推力作用线得纵坐标:

e=

7.验算拱轴系数

恒载对L/4截面和拱脚截面得力矩见下表

集中力编号

P0-12P1-15P16P0中接头

横隔板及加强段拱脚段

P13P14P15

拱上实腹段P16

P17

实腹段P18腹拱推力F

∑

由上表可知:

∑ML/4/∑Mj=

该值与0.22之差为△=

三.拱圈弹性中心及弹性压缩系数

1.弹性中心

Ys=0.3391932.弹性压缩系数

(Rw/f)^2 =(μ1=μ=9.14719μ1/(μ+1)=

项目主拱圈

重力(KN)2080.5696.4808.9523.24024.80236.0111205.7771162.6271313.330473.482934.161314.725751.4148315.569

力臂(m)0.00031.6320.0008.2104.506

d′0′-y′/2-y上

L/4截

0.40.7388.7636.7852.142

*

0.4380

11.0501

*

0.020100741

四.主拱圈截面内力验算

验算拱顶、拱脚和L/4截面(一)结构自重内力计算

用假载法计算确定m系数时在\"五点\"存在的偏差

确定拱轴系数时,恒载压力线在L/4截面与拱脚截面的纵坐标之比值是 两者之间相差-0.0019

先单独求出,然后算出选定的\"拱轴线\"恒载产生的内力,将两者相加后相当于通过\"五点\"的恒载压

1.假载内力

1)求假载

则有qx=

2)假载内力

∑ML/4+qxL^2/32∑Mj + qxL^2/8

18.8523

假载qx产生的内陆可以将其直接布置在内力影响线上求得,不计弹性压缩得假载内力见下表

不计弹性压缩的假载内力影 响 线 面 积 ω项 目表 值乘 数M10.0022582.958拱顶截面H10.127253.630M1(0.001)2582.958L/4截面H10.127253.630M10.0042582.958H10.126253.630拱脚截面V10.50050.8233)计入弹性压缩的假载内力(见下表)项目拱顶截面L/4截面拱脚截面cosφ1.0000.9390.731sinφ0.0000.3450.683H1609.117609.260604.479V1479.065H1μ1/(1+μ)12.24412.24712.150N596.873635.987759.861M196.416(60.382)214.257Y=YS-Y13.4541.214(6.730)M138.710(45.516)132.4

注:L/4截面的轴力以NL/4 =(1-μ1/(1+μ))*H1/cosφL/4 作近似计算.2.\"拱轴线恒载\"内力

1)推力 Hg =(∑Mj+qxL^2/8)/f =(2)考虑弹性压缩的内力

考虑弹性压缩的\"拱轴线恒载\"内力见下表

项 目拱顶截面L/4截面cosφ1.0000.939Hg′=Hg-F10096.2739344.859(1-μ1/(1+μ)Hg′93.3319157.021N′10096.2739954.5△N202.943176.328N93.3319778.567Y3.4541.214△M701.032228.010

从拱顶到第93.考虑确定拱轴系数偏差影响的恒载内力(见表)

拱 顶 截 面

拱轴线假载假载

水平力93.331596.873轴力93.331596.873弯矩701.032138.710

(二)活载内力计算

设计荷载为公路

拱脚截面0.7319344.8599157.02112791.1137.22912653.960(6.730)(12.087)截面F=0,第

合计9296.4579296.457562.322

1 级和人群荷载2.5KN/m^2

公路1

级车道荷载: 均布荷载qk =

不计弹性压缩的汽车荷载内力截面

项目Mmax相应的H1Mmin

拱顶截面相应的H1Mmax相应的H1Mminl/4截面

相应的H1Mmax相应的H1相应的V1Mmin相应的H1

拱脚截面

相应的V1

荷载类型公路1级公路Ⅱ级公路Ⅱ级公路Ⅱ级公路Ⅱ级公路Ⅱ级公路Ⅱ级公路Ⅱ级公路Ⅱ级公路Ⅱ级公路Ⅱ级公路Ⅱ级公路Ⅱ级公路Ⅱ级

Qk10.536010.536010.536010.536010.536010.536010.536010.536010.536010.536010.536010.536010.536010.5360

w或y17.5902.66816.9021.163(12.476)(0.607)15.4160.61323.0403.02012.8010.685(26.243)(1.474)14.4441.03449.2052.65722.9970.9868.4480.293(37.840)(3.079)9.3210.31716.90.938

不计弹性压缩的人群荷载内力截面项目荷载类型

Mmax相应的H1人群荷载Mmin

拱顶截面相应的H1人群荷载

Mmax相应的H1人群荷载Mminl/4截面相应的H1人群荷载Mmax相应的H1人群荷载相应的V1人群荷载

Qr33333333333w17.59016.902-12.47615.41623.04012.801-26.24314.44449.20522.9978.448Mmin人群荷载相应的H1

拱脚截面相应的V1人群荷载考虑弹性压缩的汽车荷载内力

拱顶截面

项目MmaxMmincos1.000sin0.000与M相应的H1596.240382.400与M相应的V

N596.240382.400△H11.9857.687△N11.9857.687Np584.255374.713M1145.246349.451y3.454△M41.40026.552Mp1186.5322.900 考虑弹性压缩的人群荷载内力

拱顶截面

项目MmaxMmincos1.000sin0.000与M相应的H150.706.247与M相应的VN50.706.247△H1.0190.930△N1.0190.930Np49.685.317M52.770(37.427)y3.454△M3.5213.211Mp56.291(34.216)

333

l/4截面Mmax0.9390.345

380.845357.5077.6557.186350.3211329.081

1.2149.2921338.373

-37.8409.32116.9

Mmin

523.814491.71510.5299.884481.831806.14012.781793.359

l/4截面Mmax

0.9390.34538.40236.0490.7720.72535.32469.120

1.214

0.93770.057

1.057(77.671)43.33340.6770.8710.81839.860(78.729)Mmin

(三)温度变化、混凝土收缩徐变的内力计算

降低温度时: △t = 0.7*(4-14)+0.45*(-10) =升高温度时: △t = 0.7*(30-14)+0.45*(-10)=它们在弹性中心产生的水平力:Ht=△t*温度变化、混凝土收缩、徐变内力表

温度上升

项目拱顶截面l/4截面拱脚截面△t6.7Ht113.161cos1.0000.9390.731y3.4541.214(6.730)Nt113.161106.22782.672

拱顶截面

1.000

3.454(194.232)

Mt(390.7)(137.362)761.536670.943五.主拱圈正截面强度及稳定性验算

根据桥规的规定,构件按极限状态设计的原则是:荷载效应不利组合的设计值小于或等于结构抗力

1.荷载组合

荷载汇总及荷载组合表

拱顶截面l/4截

编号内力汇总MNM1恒载562.3229296.457273.5262汽车Mmax1186.5584.2551338.3733汽车Mmin(322.900)374.713(793.359)4人群Mmax56.29149.68670.0575人群Mmin(34.216)45.317(77.671)6温度上升(390.7)113.161(137.362)7温度下降670.943(194.232)235.771荷载组合MNM82399.13512029.3542280.4179组合Ⅰ184.40511731.103(869.4)102008.17512133.2972135.994113048.77911832.0512501.612(193.884)11835.657(993.205)13组合Ⅱ846.72011534.411(627.535)

2.拱圈截面抗力

主拱圈为C30钢筋混凝土,抗压极限强度R=

拱圈抗力效应(桥规JTG D61-2005 第4.0.8)截面

编号101112131011121310111213e0

0.1990.0160.1660.258(0.016)0.0730.198(0.074)0.1840.221(0.084)(0.055)0.028(0.263)0.092(0.080)(0.199)(0.378)

拱顶截面

l/4截面

拱脚截面Rn71418.236104174.90877467.93061035.8551098.331938.22471625.425120238.33474147.38567566.292121998.985116701.797101931.090153871.70090519.8121270.181142427.577174357.6650.828275740.99870.87510.74290.99860.97270.82990.97200.84980.79700.930.98471.00000.73500.95750.96760.82920.5733

注:正弯矩的容许偏心距为

负弯距的容许偏心距为

由荷载汇总表及拱圈抗力效应表可得,荷载效应得最不利组合设计值N均小于(二)主拱圈稳定性验算

拱上建筑合拢前拱的稳定和强度采用桥规第4.0.5公式计算

Nd＜

RN=1.0 *

拱顶截面: Nd= Hd/cosφ顶L/4 截面:Nd= Hd/cosφL/4拱脚截面: Nd= Hd/cosφj

由计算表明拱圈的稳定性符合要求

5010.0000

7.6

0.5975m

0.4380m

(图根据后面腹拱高度计算

F0/L0=

sinφj=

1.4455990.68284

L0=F0=

==何特性表0.81940.8767

mm

2.1176

49.9999999510.0217

0.2

cosφ

0.7310.7750.8160.8530.8860.9150.9390.9580.9780.9840.9940.9981.000

y上/cosφ

0.8180.7710.7320.7000.6740.6530.6370.6240.6110.6070.6010.5980.598

y下/cosφy1-y上/cosφy1+y下/cosφ

0.8250.7770.7380.7060.6800.6590.20.6290.6160.6120.6060.6030.602

9.3667.5595.9844.6193.4442.4441.6040.9120.3610.0650.3620.5390.598

11.0099.1077.4546.0254.7983.7562.8822.11.5881.1540.8460.6630.602

弧小拱,腹拱圈厚d'=0.38,净跨径L0'=70

50

顶的拱背和主拱拱顶的拱背在同一标高。腹拱墩墩中线的横向坐标Lx以及各墩中线自主拱拱背到腹拱起

腹拱墩高度计算表

y15.6913.3561.7150.7030.688

tanφ0.3580.4270.2900.1790.1771/cosφ1.0621.0871.0411.0161.016h4.7742.9761.3350.3230.308

查《拱桥》（上册）表3-1得

0.470588 0.35* 0.35*

0.4705880.882353

cosφ0=

==

0.8

横隔板、拱上实腹段、拱上空腹段以及腹拱推力共五个部分进行。

109.07520.95m

**

3.091

3.0913.091

*

**

50.82281

KN/m

50.8228150.82281

^2

接头位置后载按箱肋轴线等弧长布置横隔板。

*1/2*0.05*0.05+2*0.05*（

1.2

2*0.05*（O.O8718

1.2

m^3

O.O8718

50

1.09906

*

50.31920039

/

+=0.373

-0.1/2）+3.16*0.1*0.1/2+2*1-0.2

箱肋自重作用下弯矩值最小的反弯点附近，即ε=0.35左右,此处相应的弧长为

0.36879*50.31920039/2=

板间间距△L′=

*70.36055.30382038

8道横隔板,则端横隔板距起拱面的长度为△S=S1-2.5

+处

-

板，其余均为空心板。接头处两相邻横隔板之间以及拱脚截面至第一块横隔板之间的箱顶底版

1

1*0.061

0.7719

*

+

1

-0.66

+

2*0.1*0.54*(1.16-2*0.1) - 4*1/2*0

+

2*0.1*

Kε=εx/(l′/2)值,从附表查得ε值,再由Lx=L′/2*ε求得。Lx的值和各集中力分别对L/4和拱脚截面得力臂见下表

板的横坐标与力臂计算表力 臂Lx=L′/2*εL/4-LxL/2-LxεF/L=1/62.49810.20822.913004.97.71720.4220.050.050017.4685.23817.9440.10.100058.6914.01516.7210.150.1501.2663.44016.1450.20.2004311.6911.01513.7210.250.2508414.08231.63211.3290.30.30147

0.350.35236

16.3709.0410.40.4035718.86.70.450.4551620.8654.5460.50.507223.0162.3960.550.559760.000141.9430.60.612930.0000.0000.650.666810.0000.0000.70.721480.0000.0000.750.77708

0.0000.80.83373

0.0000.0000.850.1574.4968.21020.9160.90.950778.2004.50617.2110.951.011523.51.76611.07394

44

2*

28°04′20″

cosφ0-φ0)R^2γB

0.470588

128.5706

KN

4.3294

0.17KN

)*

0.3088

276.8153

7.67..77352.97561.3350

0.3229

+++-++

++

-0.470588

+

4*1/2*(1.5+0.5)*0.3*0.5]*24 =4*1/2*(1.5+0.5)*0.3*0.5]*24 =

-2*0.8)*0.5*0.5*24=

-2*0.8)*0.5*0.5*24=

-2*0.8)*0.5*0.5*24=

1/2*0.308869.12

69.1269.12

83.2861

+++

)/2 +

58.9258.9258.92

7.8853

10.18398

*

9.7792167

*(

*+

0.950.5975sh0.4486

KN

kε/2)-(chkε-1)/kε)Lx/(shkε-kε)

= =

0.750836015.92056288

在较大的恒载作用下和考虑到周围的填料等构造的作用,可以折中地按无铰圆弧拱计算其推力,而不计弯矩的影响

=

4.2500

8.4KN/m^2

0.125C2=16.2375

+

16.2375KN/m^2

0.35/2)- √( (和b=I/(AR^2) =

0.1167+

C3=

0.1167084

*

d′+f0′-y′/2-y上=0.35 +0.5

L/4截面

力矩(KN·m)6047.822204.975

26.600111.751

532.8212243.3858186.1082135.4531609.82621098.740

21098.7405

拱脚截面力臂(m)力矩(KN·m)

25079.419

141.943919.70.0000.00020.91667.76617.211426.8721.76663.6103.9114716.2848.51195.58813.11117219.59817.4448259.30817.52616372.21519.4916134.25610.0867578.687

96733.391

/

-0.0019

96733.3911

, 小于半级0.0025.所以可以确定上面拟定得桥跨结

10.18398

/*

0.001850

=

10.18398

0.001850

=

)^2

3.4543==

0.016920792

m

0.000.02044086

,这个偏差的影响可以比拟为一层虚设的均布荷载作用在选定的拱轴线上,

相加后相当于通过\"五点\"的恒载压力线内力.

=

0.215

KN/m

不计弹性压缩得假载内力见下表

内力积 ω

ω5.11432.310(3.203)32.31711.36532.025.411

力或力矩96.416609.117(60.382)609.260214.257604.479479.065

96733.3911

8

L/4 截 面假载597.014635.987(45.516)截面到拱脚 F=

拱 脚 截 面拱轴线假载假载合计9344.859592.3288752.53112653.960759.861114.099(12.087)132.4#########拱轴线假载9344.8599778.567228.010合计8747.8469142.580273.526级和人群荷载2.5KN/m^2

S

Sis184.694960.5511145.246177.470418.770596.240(130.995)(218.457)(349.451)161.8220.536382.400241.9201087.1611329.081134.407246.438380.845(275.550)(530.590)(806.140)151.6372.150523.814516.656956.3431472.999241.4354.798596.26288.702105.505194.207(397.324)(1108.567)(1505.1)97.869114.138212.007178.118337.691

515.809

S52.77050.706-37.42746.24769.12038.402-78.72943.333147.61668.99025.34310.5

F/L=1/50.006810.05250.0660.23265-0.00483-0.011940.060780.122520.0020.059420.050470.13691-0.01016-0.0290.056950.206750.019050.052270.090670.197110.166220.29307-0.01465-0.060590.036750.063410.333780.93803

-113.52127.96350.1

拱脚截面

Mmax

Mmin

0.7310.683

596.262212.007194.207515.809568.223507.10011.9854.2628.7563.113559.467503.9871472.999

1505.16.730

80.65728.6781392.342

1534.569拱脚截面

Mmax

Mmin

0.7310.68368.99027.96325.34350.167.70755.1791.3870.5621.0130.41166.69454.768147.616(113.521)

(6.730)

(9.332)(3.783)138.284

(117.304)

温度下降l/4截面

拱脚截面

-11.5(194.232)0.9390.7311.214(6.730)(182.330)

(141.900)

10^-5 * 3*10^7*

235.771(1307.114)

组合的设计值小于或等于结构抗力效应的设计值

l/4截面

拱脚截面

NM

N9142.580(1396.576)114.099350.3211392.342559.467481.831(1534.569)503.98735.324138.28466.69439.860(117.304)54.768106.227761.53682.672(182.330)

(1307.114)

(141.900)

NMN11501.109428.26615130.87011690.302(3955.668)15039.84111600.2661407.16115244.37511317.480(1199.338)14961.41311788.824(3012.555)15151.67611506.039

(5619.055)

14868.714

30031.1495236210.7922531727.3008226935.772136206.7867135266.8557330091.1752535241.3306630812.16292287.775334963.8652535703.8614236257.42976268.7779734715.6391335082.3726830062.8625120784.93655

11.73

0.6y上=0.6y下=

0.60.6

**

均小于拱圈截面抗力效应得设计值RN,且轴向力得偏心距e0也都小于容许偏心距值

*===

11.73

* 10^3 =

9296.45758747.84558752.5309

φAfcd

3.091

(图根据后面腹拱高度计算表和腹拱的跨径矢高以及自己的任务分配表而来)

mm

176m ,每等分点拱轴线的纵坐标Y1''=Y1+Y下/cosφj　。具体数值见下表，

看表时将列的宽度改为12.5即可抄表中的值，看完后将列的宽度改回4.就是在格式里列的列宽

拱背到腹拱起

0.882353

0.170.3088

φ0=28°04′20″

(这列的下面这个数据不=28.0722

mm

*24^2*24*1/4

=*24*1/4

=

2080.56

=KN6047.8218

KN·mKN·m

25079.4190

1.2-0.2）=0.373

/2）+3.16*0.1*0.1/2+2*1/2*0.05*0.05*（0.05/3+0.1）+2*1/2*0.05*0.05*（

）*（（1.2-0.2）/2+0.1）

3732*

=0.2337

55.30382038

m

0.2337

*

m

0.68284

=

50.3192m

9.2786055m

2.5m18.60191019

m,中段箱肋设10道横隔板,端横隔板到接头中线的

2*0.4)=

18.1

)=

9.05

m

2.5

*

7

-0.3

间的箱顶底版和两侧板均

0.6+4*1/2*0.05*0.054*1/2*0.05*0.05)*0.06+4*1/2*0.05*0.05*

*1)*24*5=

8.952KN1]*24*5=

*(1.16-2*0.1) - 4*1/2*0.05*0.05*

0.7719

*(

1.16-2*0.1) - 2*1/2*0.05*0.05*

4和拱脚截面得力臂见下表:

F/L=1/7

00.050.10040.15010.20030.25060.30110.35170.40260.45380.50530.55720.60960.66240.71590.77010.8250.88090.93780.99591.0553F/L=1/800.050.100030.15010.200240.250470.300830.351330.402010.452920.504070.555530.607340.659550.712230.765460.81930.873850.929210.98551.04283F/L=1/500.050010.100080.150260.200610.251210.302110.353390.405120.45740.510310.563960.618470.673960.730570.788460.84780.908780.971591.0381.10367

+/(2

2*0.3*

*

*л/180

0.470588*(0.470588

)=4.2500=4.3294m4.2500m+0.35/2)*24*0.35*

7.6

*

*2*1/2*

128.5706

0.95

0.882353*240.17

+

**

-7.6

28°04′20″*л/180)*(=

512.9002++KN

KN

( 0.35+83.2861

KN0.5

0.3088

512.9002

69.1258.92

KNKNKN7.6=

76.165133.0146183.7175

)*.92.92.92

+++14.33910.17

* 24 *76.165133.0146183.7175

=

14.3391KN

KNKN

=1205.7774=1162.6268

=1313.3297KN473.4821299KN

**(

24*1 - 1/

-

7.6=0.73057

934.1613

)=

KN9.7792m

7.6/ 2 / (2.514-1)/

0.4486)* 24 *

836017

562888

*m

7.8853

力,而不计弯矩的影响

4.25000.0001430.857112.49411032

+0.35/2)^2- 1/4(

查<<拱桥>>(上册)表(1)-4得

4+0.17

+0.8571373*8.4)*(4.2500+

0.5-0.3088/2-0.5975=0.0981

b0.000C10.878C20.122C30.3=0.2181

0.001850440861

####################

0.2181,并不是

可以确定上面拟定得桥跨结构形式的设计拱轴系数m=2.514

+1/8 *751.414018.8523KN

*50.82281^2) /

KN/m , 集中荷载Pk=360KN

F/L=1/7F/L=1/60.00670.0540.06650.1986-0.005-0.0620.06120.06240.00870.0540.03970.1986-0.01-0.0620.08790.06240.01980.0540.09090.19860.190.2908-0.015-0.0620.03680.06240.33510.9398

0.006710.052090.066570.23383-0.00477-0.01180.060960.122110.008820.059060.040120.13663-0.01007-0.028780.087410.207430.019370.053290.090770.198240.165590.29172-0.0149-0.06150.036750.062810.334410.93906

2582.95850.82281253.62953

5

2582.95850.82281253.62953

5

2582.95850.82281253.62953

5

2582.95850.82281253.62953

5

2582.95850.82281253.62953

5

50.82281

1

2582.95850.82281253.62953

5

50.82281

1

-11.5℃6.7℃

/(

1.02221

*

10.183981.3490

^2

恒+汽max+人max恒+汽min+汽min

恒+汽max+人max+温升恒+汽max+人max+温降恒+汽min+汽min+温升恒+汽min+汽min+温降

.73MPa拱圈截面抗力效应设计值RN=Φfcdb(h-2e)

0.59750.6025

==

0.35850.3615

mm

=

/1

=36257.43KN

9296.457481KN

//

0.938720.73057==9318.90822411980.41382

KN

KN

的宽度改回4.0继续抄文字部分

4m ,净矢高F0'=0.5m,座落在宽为0.5m的钢筋混凝土

m^2

-0.1

-0.05/3）

数据不要写上去)

1.2

板,端横隔板到接头中线的距离为0.4m

=0.80191m

1]*25*5=24.8016KN1.1]*24*5=

6.48036.0107KN

KN

]*24*5==276.8153KN

*л/180)*(4.2500+0.35/2)^2*24*7.6

0.5

+0.95-0.3088=

1001.5722

KN

1.445599

)^2) =12.49411KN/m^2

0.35/2)*9 =751.4140KN

)*(0.6- 2 *0.17)* 24*7.6

m

10.18398=10096.27316KN

) /*0.099879)=△t

16.876