钢结构载荷计算及相关

摘ⅠAbstract Ⅱ114677799912下内力析 16手算内力标准值 16电算内力标准值 21门式刚架计算和选型 24型 24刚架梁验算 27刚架柱验算 28位移验算 32檩条设计和计算 3535算 35内力算 36型算 37墙梁设计和计算 41算 41内力析 42型和验算 42拉条计算 49支撑设计 50505358内力及截验算 58强度验算 61刚度验算 6163吊车梁的6371脚71梁节点7311.3牛腿 7911.4抗风的算 8184基础资料 84基础底尺寸8491!。15 致谢 95附录：内力组合表 96ICECS102105m×48m=5040

m2平详细情况见物平图布置所给出和相关范进行内部如下：平面平考虑到现在较常方案采考虑柱距经济性和受理均匀合理性此外考虑到抗震一些物应力则因此次在平上采较简平布置对物大置，考虑到有吊车出入在左右ft墙上采推拉物纵向墙体考虑到人员及备出入方上采推拉上人采有组%21厂平1-2平图立面考虑到柱柱及墙有的对明快、活泼同时也到良好采光效果大2除在1.5外在柱上部采以和内部悬挂雨蓬同起吸引人流导向作立1-3II1-1 厂房平面图IIIIV图1-2 屋顶平面图V1-3 I 19墙12涂料外墙（一，4 踢脚12（0高踢脚（一，5 散14泥砂浆散（二。件几何参数H截示意如下所示：截如下所示：1斜梁 HQ2355-1示意图VIA=175.2cm2

I =189717.66cm4x

I =10010.60cm4y

W=4742.94x

W=572.03cm3y

i=32.91cm2x

i=7.56cm2y2HQ2355-2边柱截面示意图性A=98.08cm2

I =42918.81cm4x

I =3127.03cm4y

W=1716.75x

W=250.16cm3y

i=20.92cm2x

i=5.65cm2y3HQ235VII5-3图性A=134.08cm2

I =64356.09cm4x

I =12802.03cm4y

W=2574.24x

W=640.10cm3y半径构件宽厚比验算1b170=12.1＜15

i=21.91cm2x235=15

i=9.77cm2yt 14 fyh (800214)

235腹板 w=t 10w

=77.2＜250

=250fy2b121=10.08＜15

235=15t 12 fyh (500214)

235腹板 w=t 8w

=59.5＜250

=250fyVIII3b=196=115

235=15t 14 fyh (500214)

235wtw

=92508

=250fy力 V =190.13maxh

190.13103 24.60 214)10∴

N/mm2=0.114fyw77.2170tw

N

Mm

V190.13kNh h

=5.34

77.2

=0.903w k

fy

w 37

5.340.8w

1.4f'0.64( 0.8)]

125=117

N/2v w vV ht f

28)10117

kNd ww vVV

451.26kN

∴ 按公式MMN

MNM NW/A计算d e e e e eN Mh 34.6103 885.26106386 182 w= N/2A Wh 17520 4742.94103400 178x max

178

0.978边比：min

182k 0 (1)2)2

(1)

=23.38IX h /t

=0.519 =1.0p k

w w235/1.1

maxhhh

182

e c

M We e

=4742.94×1000×215=1019.7 mMNM

34.64742.9410-6/A1019.7 933.2kNme e e

189717.6610-8斜梁平外整体稳定性验算斜梁下翼缘时，加隅撑作为梁平外支撑点，梁平外计算长度取2.4m，即l 2400mm l 16 235/f

不需计算y y y刚架柱的验算边柱的验算最大剪力

V =80.16max平均应力：

80.16103 0 (50024)8

N/2fy

h 59.5wtww弯剪N497.63kN① M251.85kNV37.54kN h t

N474.43kN②MV 59.5① w

w wk f y

查表得 k

=5.34

w 37

5.34

=0.696∵ wV ht f

f'f 125N/mm2v v(50024)8125476kNd ww v∵V按公式MMN MNM NW/A计算d e e e e eXNMh

=497.63103251.85106476

191

N/2wA Wwx

9808 1716.75103

89maxmink

89191

0.46616

=12.710 (1)2)2(1) h /t

= 59.5

=0.519

0.8

=1.0p k

w235/1.1

28.1

12.71

235phhh

191

324.7mm

e c

M We e

=1716.75×1000×215=369.1 mMNM

497.63103/A369.1 1716.75103

282.6kNm251.85kNme e e满足要求

9808整体稳定验算

l l

l=900cmx柱

I 42918.81cm4c

梁

I 189717.66cm4R中柱长度

l RI lK C RI R

42918.8124110.606189717.66 I1(0.1

R)K1.5Ic

1.20

边柱计算长度

l 1.29001080cmxl xlx ix

1080

49.3

0.860xr2EA 3.1422.06105欧拉临界力为

N' EX 1.12 1.149.32XIN0

Mmx 1 Ae0

N0N'E

)W497.63103 1.0106 214N/mm2f215N/mm2

497.63 7451.13.0m y

2

0.842y 1.07br

y44000

1.0

1.0N Mtx xA Wb x497.63103 1.0251.85106

207N/mm20.8429808 1.01716.75103中柱的验算

215N/mm2

V max

110.56103 0 (50028)8

N/2=0.136fy

h 59.5wtwwNMV h t

701.84kN174.34kN44.65kN

59.5w

w wk f y

k

=5.34

w 37

5.34

=0.696 wV ht f

f'f 125N/mm2v v(50028)8125472kNd ww v

XIIVV MMN MNM NW/Ad e e e e eNMh

=701.84103174.34106476

117

N/2wA Wwx

13408 2574.24103

12.3

130.111117k 0 (1)2)2

(1)

=8.64 h /t

= 59.5

=0.533

0.8 ∴p k

w w235/1.1

max

28.1

12.71

235/(1.1117) p=1.0hhh

117

428.4mm

e c

M We e

=2574.24×1000×215=553.5 m701.84103MNM NW/A553.5 2574.24103

418.8kNm174.34kNm满足e e e要求

13408整体稳定验

lx

l=1140cmx柱惯性矩

I 42918.81cm4c

梁惯性矩

I 189717.66cm4R中柱长度

l RI lK C I R

42918.8124110.478189717.66 1140I1(0.1

R)K1.5Ic

1.04

柱长度

l 1.049001242.6cmxl xlx ix

124721.91

56.9

0.823xr2EA 3.1422.0610513408欧拉临界为

N' 7646.7kNEX 1.12 1.156.92XIIIN0

Mmx 1 Axr e0

1

N0N'E

)Wxr 70184103

1

17434106 136

N/m2

215N/m2082313408 1

701.84 0.823) 7646.73.0m 300y 9.77

30.72

0.933y 1.07br

y44000

1.05

1.0N MAtxWxy b x70184103 1017434106

123

N/mm2f

215N/mm2093313408 10257424103下的下变形：5-5下的变形V 1.47mm 2

V 1.54mm4XIVV2=1.47/9000=1/6122<[V]=1/240HV4=1.54/9000=1/7418<[V]=1/240H5.4.25-6下变形V3

16mm V3

mm3V 1514。3L 檩条设计和计算设计说明0.8m，2Q235FXV6-110.20.1

kN/m2kN/m260m20.30.50.3

kN/m2kN/m2kN/m231×/×5

kN/m24A586

0.15logs

A1.31.183 zw0

0.35kN/m25

w1.05ws z

1.051.1831.070.350.47kN

/m21.2G1.4L1.4/mq qxq qy

1.202kN/m0.120kN/m内力qxq图y x和6-2XVI=1.202kN/m6-2内力计算简图中截面内力：

1M x 8

qly

1/81.202

5Nm=0.12kN/m6-3内力计算简图1/3处负弯矩：

M qxl

1/

5Nmy 中正弯矩： M qx

l21/

9Nmy

3606.4.1截面选型 XVII6-4檩条截面示意图

A945m2性矩

I 373.64cm4x

I 6042m4y642 截面验算

x2.224018.1

+ y1 2

+ y1 21

y y1xx1

11a

1a23+ 457 Mxmax

3+ 4MymaxXVIII图6-5 檩条截面特征Mh

160

N/2I 2 104 2x I

(702.24)

N/2x I

2.243

N/2x =184N/mm2max

=178N/m2minmax

3 k7.86.299.782=7.8+6.29×0.967+9.78×0.9672=23.03上翼缘

=184N/mm2max

175N/m2minmax

3 55k5.8911.59

6.682=5.8911.590.9516.680.9512=0.909c kb kc

70 160

k0.111

0.935

=0.311＜1.7 205kk11

2050.385205

=2.676bt 2b

80

18

b/t38b∴ e(

c26.8

b26.82.567mm上翼缘

t b/t t eXIXc kb kc

160 70

41.1

k 1 =1.4841.71 205kk11

2051.484205

=1.161b28t

18b/t38 b be b c=23.9t tt b=23.9×2.5=60mme下翼缘受压，全截面有效A

40)2.5787.51 I I [ 15345.52 102.53802]349.8cm1 x

1 1I I [ 152.531522.242 102.536.762]58.43cm4yI

IW

h/

43.725cm3I

Weny

eny2.224

26.27cm3Weny

eny7

12.23cm3∵屋面能阻止檩条侧向失稳和扭转M M 106 106 N/2

205N/mm2

满足要求W W

刚度

v 5

qlyEIx

5 cos5.775004105104

l

50mm

满足要求XX和算CC16070203.l=7.5l=1.51/3Q2350.073kN/m。q=1.05wll=1.05×1.0×1.01×0.35×1.5=0.56kN/mk s z0背q=1.05wll=1.05×－1.1×1.01×0.35×1.5=－0.62kN/mk s z0范要求可不考虑引起的剪力弯矩。载 外板外板7-1布置简图荷载算所受水平 =0.56kN/myq2=－0.62kN/my所受计XXI内力分析

q1=0.56×1.4=0.784kN/myq20.621.48y7-21q2y yMx=1/8qyl2=1/8×0.784×7.52=5.51y=1/8yl2××521mVymax=0.5qyl=0.5×0.784×7.5=2.96kNVymax=0.5qyll=0.5×0.868×7.5=3.255kN。截面选型及验算7.3.1截面选型C16070203查表知其截面特性：XXII7-3墙梁截面示意图A=9.45cm2Ix=373.64Iy=60.42cm4Wx=46.71cm cm3 Wymin=12.65cm37.3.2截面验算

i=6.29cmx

i=2.53cmyx=2.224cm0ly5.3。板件端部值为：MW迎风 iMWxi 1 2 3

551106 46705 118N/m2551106 46705 118N/mm2XXIII1y yMy7-4力示意图M

iWx6.1106 1 2 3

131N/mm2467056.1106 131N/mm246705qy =2max 3

==82min 2 max

k7.82=7.8+6.29×1+9.78×1=23.87上翼缘

118 118

3 55XXIVk5.8911.59

2=

1c kb kc

70

6

k0.111

0.935

91 205kk11

2050.31923.87118

=3.637bbt 3

1.15。拉区也部上翼缘c kb kc

70

3

1k 911 205kk11

2051.4690.98205

=1.20 b be b c=20t tt b=20×3=60mme 2b0 b e1

5c

=2×70/4=35

b =60－35=25mme2x1 xIenx

I 22030302I

mm4W enx

enxy

41904

mm3qly时：为的两边支撑件， ==－131N/mm2max 3

==131N/mm2min 2 max

k7.82=7.8+6.29×1+9.78×1=23.87XXV

131 1131

3 55k5.8911.59

2=1c kb kc

70

6

k0.111

0.935

91 205kk11

2050.31923.87131

=3.452bbt 3

1.15。拉区也部c kb kc

70

3

k 1 911 205kk11

2051.469205

=1.20 b be b c=20t tt b=20×3=60mme 2b0 b e1

5c

=2×70/4=35

b =65e2x1 xIenx

I 22030302I

mm4W enx

enxy

41904

mm3强度和稳定验算迎风时：XXVIM 5.51106

N/mm25mm2Wenx3V y

419043103

N/mm2f=120N/mm22ht0

2323 v平面外M 6.1106

N/mm25mm2Wenx3V y

419043103

N/mm2f=120N/mm22ht0

2323 v平面外f 52.5k

q'kq

kN/mh q'l2

x y2.52M' xy

kN/my0 24 24y1 yIfly

I 2333322I

mm4W fly

fly22.4

mm3C 130n1304t11 1

C kEI/t2

22.061051954900/1500536945867C t 1 1 1 1C C 720 5.4108t1 t21 4v2e h2 40.3252.5

1602 d

=35.6K Et3 CtK=0.03

10532

720XXVIIRKl4/2

fly

0.03250043.143.142.06105

=1.4110.198R

111.4

0.361M'M'

kNmy y01

Ef y

105

99.5

i fly

IflyAfl

410984540

27.64

75004R 0 2105flyl

(113.1113.7)

2106fly

lfly

0 0210676.3

fly

0.767

ifly

n 1(0.2)2]0.50.21(0.7670.2)0.7672)0.584n n 1 22n1M N M'

1 6.1106 0.03106 y

( )

N/m2f=205N/m2W A W ex fly1v 5384

qlxEIx

5 75004 105

ml =50mm1502v 5384

qlxEIx

5 75004 105

ml =50mm150拉条计算2下所示：XXVIII7-5内力计算简图N=0.37qxl=0.37×0.09×7.5=0.25kNNAn= fN

0.251030.952151.22mm21○850.3mm2,它可以10。节点设计柱脚设计柱脚采埋入式11-1示XXIX图柱脚示意图边柱柱脚设计1

M281.63KNmN 232.92KNNV 80.16KNV图边柱柱脚计算简图C40参数为=2.39N/mm2kXXXf =26.8N/2ck

ft

N/2

f c

N/2H11

1.5HZ

=1.5×500=750mmM'M2

265.93kNmV 103f'f

N/2c c bHf 1

S212)2

fHS1.717501976

2534kN

N

t 1bH2

2507502]

f 118.89 442.7kNm

265.93kN

c 6 6中柱柱脚设计M

168.44KNmN1NVV

372.60KN36.27KN图中柱柱脚计算简图C40。参数

f =2.39N/2kXXXIf =26.8N/2ck

ft

N/2

f c

N/2H11

1.5HZ

=1.5×500=750mmM'M2

mV 103f'f

N/2c c bHf 1

S212)2

fHS1.717503303kN

N

t 1bH2

4007502]

f 118.89 708.4kNm

182.3kN

c 6 6图拼接与边连计算XXXIIAⅠ－Ⅰ知连接处为：M267.93kN.m 64.45N 167.54kNN采用10.9级M22高强螺栓连接，连接表用钢丝刷除锈， 0.3，每个螺栓承f64.45载为：[Nb]0.90.319051.3kNV20个M22高强螺栓。

，抗剪需用螺栓数量n 1.26。初步选用51.311-5边柱端板计算详图螺栓强度验算螺栓承受的最大拉值：N 103Nny

1587896

0.8P

1 2连接板设计 端板厚度根据支承条件确定（1）两边支承类：

e 45mm

e 90mm

N

66.71kNf w t lXXXIIIbf

12eeN

12459066.71103t

f w t

16.4mmb4e(e e

0045(45w f w

y 3412

ae 90mm

N N

466.71 51.12kNN

w t l1390103

445t

w t(0.5a e)fw

(0.575

24mm

Mm

d 800mmb

d 340mmc

t 10mmcM 106

N/mm2f

125N/mm2

ddt b ccy366.71266y366.71266y1445t2 t

0.4P76kN0.4Petww

190103 N/mm210

215N/

Kh

0.510

h 10mmf 0.7 0.7 fB—Ⅲ－Ⅲ知MVNN其简图

885.26kN.m190.13kN34.6kNXXXIV11-6图10.9M4 0.3f190.13Nb]0.90.322560.75V24M24。

n 。初步选60.7511-7图XXXVN 1031 Nny 1

2808096

P

e 50mm

e 90mm

N

167.1kNb

ff

w12eeN

t l125090167.1103t

f w t

26.5mmb4e(e e

00400w f w

y 2562

ae 90mm

N N

4167.1 80.7kNN

w t l1390103

530t

w t(0.5a e)fw

27.9mm(0.58090)上，可取t0节点域剪应

Mm

d 800mmb

d 340mmc

t 14mmcM 106剪应

94.5N/mm2f

125N/mm2满足要求

ddt b ccy3167.1256y1530y3167.1256y1530t2 t

80.7kN

0.4P90kN0.4Petww

103 N/mm2

215N/

满足要求梁和间焊缝梁翼缘和间焊缝采用全熔透对K形焊缝梁腹与间焊缝：XXXVI05

0510h w 71m h 10mmf 07 07 fBB。选用截面型号为：BH45025061Q3411-8计算简图计恒梁及轨道自重标准值设计值150437518231823122188活竖向作用设计值D=1.4256.14=358.60kN截面验算XXXVII11-9牛腿截面简图(1)MNe

m1I h3bt(h

)3](25045034303)/12cm4w f2I 2W 1252.42cm3h M 190.24106 9N/m2f

N/2

t W 1252420 t(2)V 103 5N/m2f

N/

th 6vw w(3)与翼缘相交点：S

(htf

)/210)/2XXXVIII38048103550NS/(Itw

) 12328179.520.6

N/219024106(22510)M(h/

t)/f

1452817952104

N/2 232 145223123722588N/m21f113153465N/m2s t(4)

fw200f

N/2L

2(bt

)t

2(25010)

514f f wL

2(h2t

)

(450

10860w fh

fbt

/(L f

)31525010514200

10.94f t f f wh=12mm12f

t1.2

144.48h

(h2t)t

/(L

)315(450

10)6860200)675f t f w w wh=8mm12f抗风柱的计算

t1.2

144.48所XXXIX图抗风柱计算模型值：

P0.15kN/m2k

q/mL1

查表得

1.01zA1074m2

20m2

查表 1.0sq 1.05ww s z

7.41.051.01.010.357.42.74kN/m设值qd

1.21.51/mq 1.43.84kN/mw1经

M 8

1/8

48.96kNm截选取 取工字型截H35020068 Q235 截特性：Amm2

I 112218100mm4x

i 146.8mm2x

i y绕强轴长细比l 绕强轴长细比l

68.8x i 14.68xXLy