中圄ML琥第八工程局有限公司

匹OONACONSTKICTIOSEKiimiEMHXEERINGWMSIWCOKPLTO

大跨度造型屋面鋼結(jié)構(gòu)提升計算書

目錄

9.1吊裝索具選用...............................................................................3

9.1.1下部桁架吊裝索具選擇及驗算........................................................................................................................3

9.2屋蓋鋼結(jié)構(gòu)典型吊裝單元計算分析..........................................................4

9.2.1分析設計說明............................................................................................................................................................5

9.2.2荷載與荷載組合.......................................................................................................................................................5

9.2.3吊裝驗算結(jié)果............................................................................................................................................................5

9.3鋼結(jié)構(gòu)施工階段過程仿真計算分析...........................................................8

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

9.3.2施工驗算的技術(shù)措施..............................................................................................................................................8

9.3.2.1設計驗算依據(jù).......................................................................2

93.2.2計算假定............................................................................9

93.2.3結(jié)構(gòu)驗算總控信息....................................................................9

93.2.4施工階段分析采用的計算模型.........................................................10

9.3.3屋面鋼結(jié)構(gòu)施工過程模擬分析.........................................................................................................................11

93.3.1分析設計說明.......................................................................11

93.3.2荷載和荷載組合.....................................................................11

933.3步驟模擬計算結(jié)果..................................................................12

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

9.4液壓提升工況分析..........................................................................60

9.4.1分析計算模型..........................................................................................................................................................60

9.4.2荷載與荷載組合.....................................................................................................................................................60

9.4.2.1荷載取值...........................................................................60

9.4.2.2荷載組合...........................................................................60

9.4.3支座約束...................................................................................................................................................................61

9.4.4鋼結(jié)構(gòu)驗算...............................................................................................................................................................61

9.4.4.1計算模型...........................................................................62

9.442鋼結(jié)構(gòu)應力........................................................................62

9.443鋼結(jié)構(gòu)變形........................................................................63

9.4.4.4鋼結(jié)構(gòu)反力.........................................................................64

9.4.4.S結(jié)構(gòu)穩(wěn)定性分析.....................................................................64

9.4.5臨時支架驗算..........................................................................................................................................................66

9.4.5.1格構(gòu)柱1計算........................................................................66

1

匹

945.2格構(gòu)柱2計算..................................................................71

9.4.6結(jié)論...................................................................................................................................................75

9.5提升區(qū)下部結(jié)構(gòu)驗算.................................................................76

9.5.1計算說明.........................................................................................................................................76

9.5.2計算模型..........................................................................................................................................77

9.5.3荷載組合..........................................................................................................................................77

9.5.4計算結(jié)果..........................................................................................................................................78

9.5.5鋼梁校核..........................................................................................................................................79

2

中0ERL就第八工程局青限公司

CHINAcowntucnoNEx>im<EKGINEEIUNGMVISICNCOAPLTD，，，，

9.1吊裝索具選用

9.1.1下部桁架吊裝索具選擇及驗算

鋼絲繩選擇：

桁架分段吊裝分段最重約24.It,單個吊點最不利負載為24.1*1.5/4=9.04t(考慮1.5的活載

系數(shù)，按4點受力計算)，單根鋼絲繩受力按9.04噸考慮，鋼絲繩受力按6倍的安全系數(shù)，再考慮

鋼絲繩之間荷載不均勻系數(shù)0.82,則鋼絲繩的鋼絲破斷拉力為：F=90.4X6/0.82=661.5kN.

選用公稱抗拉強度1850Mpa的6X37鋼絲繩，直徑32.Einm,查得該鋼絲繩鋼絲破斷拉力總和為

7ilkN>661.5kN,滿足要求。

鋼絲繩的破斷拉力

苴接觸圖展4H絲免6X37股(1+6+12+18》(GB11O2~74)表一2

百經(jīng)(mm)步絲蠅公稱汽技我度Mpa(Kgfmm:)

麗絲總財

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

面根

的絲繩澗絲Ks100m褐絲iff延拉力總和不小于

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$詡”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曄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

卸扣選擇：

分段吊裝選用T-BX9.5-7/8型卸扣，額定荷載9.5t大于鋼絲繩拉力9.04tQ

因此本工程網(wǎng)殼吊裝選用T-BX9.5-7/8型卸扣作為吊索具安全。

9.1.2網(wǎng)殼分塊吊裝索具選擇及驗算

鋼絲繩選擇：

網(wǎng)殼分塊吊裝分段最重約36.9t,單個吊點最不利負載為36.9*1.5/4=13.84t(考慮1.5的活載

系數(shù)，按4點受力計算)，單根鋼絲繩受力按13.84噸考慮，鋼絲繩受力按6倍的安全系數(shù)，再考慮

鋼絲繩之間荷載不均勻系數(shù)0.82,則鋼絲繩的鋼絲破斷拉力為：F=138.5X6/0.82=1013kNo

3

中國斑琥第八工程局力限公司

跖OONACOWnilCTTONEIGimiEMKNEERINGWMSICMCORPLTO

選用公稱抗拉強度1850Mpa的6X37鋼絲繩，直徑39mm,查得該鋼絲繩鋼絲破斷拉力總和為

1020kN>1013kN,滿足要求。

鋼絲繩的破斷拉力

點按的圖殷雙絲繩6X37聯(lián)(1+6+12+18)(CB1102-74)表一2

自徑(mm)鋼絲羯公稱抗拉強度Mpa(Kgfmm:)

陽絲總斷窗看質(zhì)置1400(140)I1550(155)I1700(170)I1850(185)I2000(200)

面稅

鋼絲繩鋼絲Kg100m綱絲破新技力總和不小于

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

卸扣選擇:

分段吊裝選用T-BX15T1/8型卸扣,額定荷載151大于鋼絲繩拉力13.841。

因此本工程網(wǎng)殼吊裝選用T-BX15-11/8型卸扣作為吊索具安全。

9.2屋蓋鋼結(jié)構(gòu)典型吊裝單元計算分析

4

中國斑琥第八工程局力限公司

跖OONACONSTKICTIOSEKiimiEMHXEERINGWMSIWCOKFLTO

9.2.1分析設計說明

根據(jù)本工程吊裝區(qū)域網(wǎng)殼分塊情況，選取幾個典型吊裝單元進行計算分析，對屋蓋結(jié)構(gòu)構(gòu)件吊

裝分塊的變形及構(gòu)件應力進行驗算分析結(jié)果如下。

9.2.2荷載與荷載組合

結(jié)構(gòu)自重由程序自動計算，并對其進行L35倍的放大以考慮施工荷載效應；荷載組合取分項系

數(shù)取1.35,動力放大系數(shù)（1.2~1.5）取1.35。因此計算荷載組合為1.35*1.35恒載。

9.2.3吊裝驗算結(jié)果

（1）桁架吊裝單元

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

最大變形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

最大變形20.7mm

5

最大變形13.8mm

RtdtoaGw

POST