大跨度造型屋面钢结构提升计算书

中圄ML琥第八工程局有限公司

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大跨度造型屋面钢结构提升计算书

目录

9.1吊装索具选用...............................................................................3

9.1.1下部桁架吊装索具选择及验算........................................................................................................................3

9.2屋盖钢结构典型吊装单元计算分析..........................................................4

9.2.1分析设计说明............................................................................................................................................................5

9.2.2荷载与荷载组合.......................................................................................................................................................5

9.2.3吊装验算结果............................................................................................................................................................5

9.3钢结构施工阶段过程仿真计算分析...........................................................8

9.3.1概要...............................................................................................................................................................................8

9.3.2施工验算的技术措施..............................................................................................................................................8

9.3.2.1设计验算依据.......................................................................2

93.2.2计算假定............................................................................9

93.2.3结构验算总控信息....................................................................9

93.2.4施工阶段分析采用的计算模型.........................................................10

9.3.3屋面钢结构施工过程模拟分析.........................................................................................................................11

93.3.1分析设计说明.......................................................................11

93.3.2荷载和荷载组合.....................................................................11

933.3步骤模拟计算结果..................................................................12

第1步：...................................................................................12

9.4液压提升工况分析..........................................................................60

9.4.1分析计算模型..........................................................................................................................................................60

9.4.2荷载与荷载组合.....................................................................................................................................................60

9.4.2.1荷载取值...........................................................................60

9.4.2.2荷载组合...........................................................................60

9.4.3支座约束...................................................................................................................................................................61

9.4.4钢结构验算...............................................................................................................................................................61

9.4.4.1计算模型...........................................................................62

9.442钢结构应力........................................................................62

9.443钢结构变形........................................................................63

9.4.4.4钢结构反力.........................................................................64

9.4.4.S结构稳定性分析.....................................................................64

9.4.5临时支架验算..........................................................................................................................................................66

9.4.5.1格构柱1计算........................................................................66

1

匹

945.2格构柱2计算..................................................................71

9.4.6结论...................................................................................................................................................75

9.5提升区下部结构验算.................................................................76

9.5.1计算说明.........................................................................................................................................76

9.5.2计算模型..........................................................................................................................................77

9.5.3荷载组合..........................................................................................................................................77

9.5.4计算结果..........................................................................................................................................78

9.5.5钢梁校核..........................................................................................................................................79

2

中0ERL就第八工程局青限公司

CHINAcowntucnoNEx>im<EKGINEEIUNGMVISICNCOAPLTD，，，，

9.1吊装索具选用

9.1.1下部桁架吊装索具选择及验算

钢丝绳选择：

桁架分段吊装分段最重约24.It,单个吊点最不利负载为24.1*1.5/4=9.04t(考虑1.5的活载

系数，按4点受力计算)，单根钢丝绳受力按9.04吨考虑，钢丝绳受力按6倍的安全系数，再考虑

钢丝绳之间荷载不均匀系数0.82,则钢丝绳的钢丝破断拉力为：F=90.4X6/0.82=661.5kN.

选用公称抗拉强度1850Mpa的6X37钢丝绳，直径32.Einm,查得该钢丝绳钢丝破断拉力总和为

7ilkN>661.5kN,满足要求。

钢丝绳的破断拉力

苴接触图展4H丝免6X37股(1+6+12+18》(GB11O2~74)表一2

百经(mm)步丝蝇公称汽技我度Mpa(Kgfmm:)

丽丝总财

爹叁月里1400(140)1550(155)roo(ro)1S50(185)2000(200)

面根

的丝绳涧丝Ks100m褐丝iff延拉力总和不小于

mm*

KNKNKpfKNKpfKNKsfKNKgf

(M26J1M42346sise5SS570

0.5433740.966090Ur7400力M60asmo

0.6C2.745».9Mrnwr2tii1X812S00

卜一......-*T‘・M‘‘‘‘‘’"-・一,,‘一■■Jug..-

•0.27U711tSO口刈14214SWrose

1川M_____1U»一_____XKI_W_172S4ItMt22300

1950JULM131?17irrjo2115011$诩”241W21200

2131.0I74J7ZJ9MH50

24.0Ll21W皿2»2t<eoJ”324<4>3<133M2413421so

_1354_344“1”期MS04AL_♦ss*S01S0

4UQ0«»<♦S44MSTS5W00

MLS132144?»0Os»«out6M300

392.UMM54S50即so70?M00

419.4“▲3S2SWmmoo

S03.M473.47MMwistMMlOOSOO

3M—i8-—5^―OM―<79M0S7SMMl晔1MBM_ntj112SM

43.0xo69了>00■i・■j・1M3

4732.2B43.4?"ImIES3

5”241003M■rm■,9EZZ3musm

“0工，H7i(r11841S31U5O01T*>.1M1”：：：！2133

w<2J1冰0MJ18”mooe2r42T523M25M

—1L^«*J2MM»]

皿__L■晅」243000L^LJ»oooe

卸扣选择：

分段吊装选用T-BX9.5-7/8型卸扣，额定荷载9.5t大于钢丝绳拉力9.04tQ

因此本工程网壳吊装选用T-BX9.5-7/8型卸扣作为吊索具安全。

9.1.2网壳分块吊装索具选择及验算

钢丝绳选择：

网壳分块吊装分段最重约36.9t,单个吊点最不利负载为36.9*1.5/4=13.84t(考虑1.5的活载

系数，按4点受力计算)，单根钢丝绳受力按13.84吨考虑，钢丝绳受力按6倍的安全系数，再考虑

钢丝绳之间荷载不均匀系数0.82,则钢丝绳的钢丝破断拉力为：F=138.5X6/0.82=1013kNo

3

中国斑琥第八工程局力限公司

跖OONACOWnilCTTONEIGimiEMKNEERINGWMSICMCORPLTO

选用公称抗拉强度1850Mpa的6X37钢丝绳，直径39mm,查得该钢丝绳钢丝破断拉力总和为

1020kN>1013kN,满足要求。

钢丝绳的破断拉力

点按的图殷双丝绳6X37联(1+6+12+18)(CB1102-74)表一2

自径(mm)钢丝羯公称抗拉强度Mpa(Kgfmm:)

阳丝总断窗看质置1400(140)I1550(155)I1700(170)I1850(185)I2000(200)

面税

钢丝绳钢丝Kg100m纲丝破新技力总和不小于

mm-

04_____a»_M.21MMM4243MM4m515KO«S

1L00643374«.MM6090U67M”74M?980M”

13.0tt.74

1S40.7grin

1〃0J11LS31MJ153

IM0.9141.161317m

21310U3J239

24Q1.12ior7[K2

26.014150.卅一匈

HO2M3227€8

30.034LS7S2»0；”9619

3UWill607S0071172500

乂4446.1369150BIO81S00

36333~78050:139913931so

39.056038-500:111103

43.01007.06lOSOOC•11621343

47S22MMTms_U3711WC01ZW13^00MM14MHM)1530

5：.O141003aW.61371140500ISIS1S5SOOi5O«

1X11

56.024iiTBjn110T416131M<00179018230020000021332K50O

60<LS1366J812M3g1910002TU2M<eO2T5232900W2525W

6S.03J15«431474321532195001M3243Mo2M42«S002M4290000

卸扣选择:

分段吊装选用T-BX15T1/8型卸扣,额定荷载151大于钢丝绳拉力13.841。

因此本工程网壳吊装选用T-BX15-11/8型卸扣作为吊索具安全。

9.2屋盖钢结构典型吊装单元计算分析

4

中国斑琥第八工程局力限公司

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9.2.1分析设计说明

根据本工程吊装区域网壳分块情况，选取几个典型吊装单元进行计算分析，对屋盖结构构件吊

装分块的变形及构件应力进行验算分析结果如下。

9.2.2荷载与荷载组合

结构自重由程序自动计算，并对其进行L35倍的放大以考虑施工荷载效应；荷载组合取分项系

数取1.35,动力放大系数（1.2~1.5）取1.35。因此计算荷载组合为1.35*1.35恒载。

9.2.3吊装验算结果

（1）桁架吊装单元

G,JJn

POSTSDCESSOft

DXSPlAO^tKT

X・”

g?

08

-1.58

-2.38

•3.15

•3.A

T.7»

-5.W

-7.20

■ea

C8S4aCBl

X方向位移

最大变形8.8mm

■qG«n

POSTgxgSW

DPR.ACgMENT

T-3W

xax

IMS

1US

88

08

•2.72

31

-13^9

•176

-2©48

kAXi138

MIN；：42

x«：**~

•6nn

E0V31/2028

Zi0.418■

Y方向位移

最大变形20.7mm

5

最大变形13.8mm

RtdtoaGw

POST