48米下承式簡支栓焊鋼桁梁橋課程設(shè)計(jì)

現(xiàn)代鋼橋課程設(shè)計(jì)學(xué)：土木工程學(xué)院班：1210姓勇平學(xué)：1208121326指導(dǎo)教師周智輝時(shí)：2015年19日

目錄明.................................................

錯(cuò)誤未定義書簽

......................................................................5算........................................................................23

第一設(shè)計(jì)明一、設(shè)計(jì)目二、設(shè)計(jì)據(jù)12

TB10002。1-2005)2—L=49。10m；d=8.00m；距度=5.30m；主0H=11.00m；；b=2.00m;主

cos

.

Q370qD;20MnTiB鋼；精制螺栓用號(hào)優(yōu)質(zhì)碳素鋼；鑄件用ZG25Ⅱ；輥軸用鋼35材的鐵路橋梁鋼結(jié)構(gòu)設(shè)計(jì)規(guī)范式;寸:焊,孔徑為

d23

5

桁kN/系2.80/橋系pkN/；42pp1.00/p10.00kN縫ppp)。1734時(shí),按載pp。1三、設(shè)計(jì)容1數(shù);算），并將結(jié)果匯制2號(hào)圖上；于A23

4弦25桁（3）。2四、設(shè)計(jì)容書1份;2、3張五、要求1尺寸

第二主桁件內(nèi)計(jì)算計(jì)算圖式料每片主桁所承受的恒載pppp135用。載由所度得.桿E:αL=48m由內(nèi)插得02桿E’:α=1/2，L=48m，22

maxmax0maxmax02N桿Aα=1/3，L=48m,k=48.10（kN/m)13桿A:α=1/6,L=48m,k=50。01桿Aα’=1/6,L'=19。2m，k=60。19（kN/m)23=1/6，L=28.8m,k=55.06（kN/m）桿E:α。4m,k=52.09（kN/m）12=1/6，L=9.6m，（）桿Eα=1/2，L=16m,k=59.70（kN/m）11桿E:α=1/2，L=16m，k=59.70(kN/m)33弦桿E02距y

ll840120.606061LH積

0.5L0.50.606060N14.5455PN14.5455730.181

28281.3182404048N247.2727Nka見號(hào)a為：Np47.25kk

11a0.272966桿E的總為(計(jì)算靜強(qiáng)度時(shí)的最大內(nèi)力NN1.3182730.18Ip1212.351

f

18181.2045404048

N1N730.18maxfk1126.81

16N16N弦桿E':22y

ll24241LH

Lp26.1818PN26.18181

28281.3182404048N

k

1237.0909

0.2729

16

amaxNNIk2075.791f

18181.204540L40N1445.091237.09maxpf1935.22弦桿A:13距l(xiāng)l16y20.969697LH積0.5L23.2727數(shù):

p23.2727PN48.101119.4228281404048

66166616N數(shù)

k

1119.4182

11a0.2681力:NNIp端斜桿A01距y

ll8401LH力數(shù):

0.5L1.030414Np420.4091PN50.2024.72991241.44331

28281.3182404048N

k

420.40911241.4433

16

a0.2569maxNNIp斜桿E23y

1l16Lsin481

2

3.9568

1616y

1lsinLsin53.970.5

pP?分?jǐn)?shù):

N238.171

2828404019.20Nk

84.08181.4730

0.2397

16

amaxNIp296.17

k

1f

181840L4019.20為:NN1maxf226.51?

N238.17k

N55.061

28281.40704040NNk數(shù)

84.0818

0.1219

maxN1maxN110.27290.121966NN1.4070490.20I791.141

f

181.261640L4028.80NN490.20maxfk702.53斜桿A12算.y

1l32Lsin481距

2

15.8272y

1l0.206083sinLsin53.97481

pP?

282811.35714040Nk

252.2455

16

60

NmaxNmaxNNIp1379.99

k

252.251.00791.35711f

18181.229640LN11.2296maxfk1265.98?

N1

282840409.60N數(shù)

k

252.24551.564572.8379

2.21351166NN1.5645Ik91.071

f

181840L409.60N1N1.3629maxfk吊AE11y1.00L8.00

p8.00PN59.708.00

maxN16maxN161

28284040N

k

136.00

0.189810.27290.189866NN477.60Ipk862.321

f

181.32144040NN136.001.3214maxpf吊AE33yL8.00數(shù):

N136.00PN59.708.001

28284040N數(shù)

k

136.00

0.1898

16

amaxNN477.60Ipk862.32數(shù)1f

181840為:2

N

max

Nf

N1.3214k

247.27第三主桁件截設(shè)計(jì)檢算247.2702kN；設(shè)計(jì)疲kN：8m，：Q370qD。min計(jì).計(jì)積.《鋼橋構(gòu)造與設(shè)計(jì)表查

[

]130.7，

1.0

,:j

247.27maxmin

3

6729.42

j

mm2選為H形(見下：2-—□

：1—

380置

23Amm21840mm

A1840j

2

6729.4

2

(4

Nxy445.09kNNxy445.09kN

I3.80428x

8r173.76xy3強(qiáng)112.67)10760j積,算l0x46.04rxl8000100r106.16桿EE'22

(可）kN;設(shè)計(jì)疲勞應(yīng)力:NkN：8m，：Q370qD。min計(jì).計(jì)表2及

[

],

1.0

j

445.09maxmin

3

驗(yàn)積Am

Aj

13413.1mm2為形:5

可)xyA14640.8m：2-—□

板:1-—□

372mm置

23Amm2積2576mm

A160402576mm2mm2jm矩I1.98798xr強(qiáng)

(N1935.223143.73MPa210MPa13464j積,算l0x45.22rxl800071.86100r111.33桿AA的13料:

(可

1872.41kN

度8m,材料Q370qD。桿A13選定形截面并假定桿件的長細(xì)70查附表40.609，N20.609210選為H

m1849614640.8mm,0yxNm1849614640.8mm,0yxN:440mm板:1--□368mm置23A2

可)矩I5.69184x

I8

mm

4

r175.42110.83xy3整

l

l8000l045.60rr110.83xy0.595，則170.14A）局部穩(wěn)定檢算。豎板

bt

0.14

b22072.18t16

可)bt

0.4

50

,《橋規(guī)》要求板件的寬b368t12

30.67

桿EA23

(

jm：kN,791.14設(shè)：226.51702.53kN；桿l13.6，：Q370qD；min件,由疲勞強(qiáng)度控制設(shè)計(jì)。

積.由附表2

[

]130.7，

為:j

max

min[

3

mm為圖)，截：2—-□

：1-—□

372mmmm置

23積Amm21840mm

AA1840142007108.22

矩Ix

1.98798rxy3剛l13601(l10881(8

l13601xyNNl13601xyNN0rxl1088197.74100r111.334整算查表0.437112.87A局算

b220t14

15.7197.74b37237.20.449.10t1010760j桿AE12

(可):

1212.35

設(shè)應(yīng)N,；桿：8m,料:Q370qD.min內(nèi)力較大且反復(fù)變化般由疲勞計(jì).計(jì)積.由附表2。5查得疲勞容許

[

]130.7

1.0

為j

max

min

3

mm驗(yàn)Am

Aj0.85

10018.50mm2選為H9

(可）xy136.00kN：2—-□

440mm：1—□

380mm置

23Amm21840mm

12600mm2jmI3.804288xr173.76xy

(max210MPa10760j足故不l0x46.04rxl8000100r桿AE33料:

(可）

min

：862.32:N;：8m，材料Q370qD

kN

N化一般由疲勞強(qiáng)度控制計(jì)表2表查得疲勞容許[130.7,為

j

maxmin130.7

3

4828.72Am

Aj0.85

5680.85mm選為H為:：2--□

260mm：1--□

置

23Amm2mm

8080mmmm2jI2.93257xr164.4957.08強(qiáng)(可)8080j,疲勞強(qiáng)度自動(dòng)滿,故

xyxyl0xr164.49xl8000140.15r

180

(可2

點(diǎn)E

2點(diǎn)的2如點(diǎn)E主桁平面內(nèi)有五2內(nèi)拼,如同,則需然后再進(jìn)行在該節(jié)點(diǎn)的內(nèi)側(cè)弦桿中線位置設(shè)置一個(gè)下平縱聯(lián)斜桿及橫梁下翼緣連接于此小節(jié)點(diǎn)板聯(lián).檢算主力作用下節(jié)點(diǎn)沿,2力N:桿E02A[]kNEjn桿E的承12]1406.33AjcosEE積AΔmimm2mm2

i

A

ji2□×204□×20

44600miiAm

33222481.612233222481.61222338.39