Mini-Project Construction Engineering 2 Thiết Kế Biện Pháp Kĩ Thuật Thi Công Nhà Công Nghiệp.pdf

Department of Construction Technology and Management

: 63XE2: 176263

T r ờ n g Đ ạ i h ọ c x â y d ự n g•U n i v e r s i t y o f c i v i l e n g i n e e r i n gbộ môn: công nghệ

và quản lý xây dựng No 55 Giai Phong Road - Ha Noi - Viet Nam Tel: (84.4) 869 9403 869 1302– Fax: (84.4) 869 1684 Website: www.bmthicong.com.vn

Đ ồ á N K ỹ T H U ậ T T H I C Ô N G 2

T HI CÔ NG lắp g hép n hà cô ng ng hiệ p

Đề số: 04

N ộ i d u n g : Th iết kế b iệ n phá p kỹ t huậ t thi cô ng lắ p g hé p n hà côn g ngh iệp

Phạm Nguyễn Võn Phương

Giáo viên hướng dẫn: ……… Ký tên:Ngày giao đồ án

Thời gian làm đồ án : ………: ……… Quàng Văn Sỏng

Họ và tên sinh viên : ………17626363XE2

Ngày thông quaChữ ký của giáoviên HD

C TỘ Bấ TễNGH(m) h(m)

D MẦ MÁI Bấ TễNGDÀN MÁI THẫPTT

10.5D MẦ C UẦ CH YẠ Bấ TễNGC AỬ TR IỜ B NGẰ THẫP

HàngA & B

n (S lố ượng)15 + n

Kớch thướ (m)cp(T)0.7

DIVISION OF CONSTRUCTION TECHNOLOGY AND MANAGEMENT

CONSTRUCTION ENGINEERING II

THE CONSTRUCTION OF PREFABRICATED INDUSTRIAL BUILDINGS

Content: Design prefabricated costruction method of an industrial building

PHAM NGUYEN VAN PHUONGQUANG VAN SANG

63XE21762634ID Number:Code:

CHAPTER 1 GENERAL PROJECTINFORMATION 1

1 Buildinginformation 1

CHAPTER 2 DESIGNOF CONSTRUCTION EQUIPMENT AND MACHINE 2

2 The selection of equipment 2

22222222.1 Columns: 2

.2 End sidecolumns: 2

.3 Middlecolumns: 3

.4 Crane run-waybeam 3

.5 Trusses and Roofmonitor 6

.6 Rafters of exteriorspan 7

.7 Roofpanel 9

.8 Concretewallpanels: 10

3.2 The calculation parameters for erection 11

33333333.2.1 For columns 11

.2.2 For middlecolumns 12

.2.3 For endside columns 13

.2.4 Cranerun-waybeamcalculation: 14

.2.5 Truss and Roof monitorcalculation 17

.2.6.Rafters calculation 20

.2.7 Wall panel calculation 22

.2.8 Roof panel calculation 24

CHAPTER 3 THE SELECTION OF CONSTRUCTION METHOD 28

444.1 Columns installation 33

.1.1 Constructiontechnique 35

.2 Crane run-waybeaminstallation 36

.2.1 Constructiontechnique 39

.3 Roof rafters 40

.3.1 Constructiontechnique 40

4444.4 Rooftrusses installation 41

Roof panelsinstallation .45

.8 Wallpanels installation 45

.2 Roof trusses, rafters, roof monitorsandroof panels installation 59

Building information1

Table 1 Project informationNumber of storeys

Number of spansNumber of columns

13General information

Concrete columns

Exterior columns h(m)p(T)H(m)h(m)p(T)

h(m)p(T)Concrete Roof

l (m)2e(m)p(T)

18

+15.0m+13.0 m

+9.8 m

-0.3 m1.5 m-

STRUCTURE CROSS SECTION(SC: 1/250)

Crane Runway beams (CRB)Roof Rafters (RR)

Columns (CCrane Runway beams (CRB)

Crane Runway beams (CRB)

Roof Trusses (RT)

Crane Runway beams (CRB)

Crane Runway beams (CRB)

Roof Rafters (RR)

Crane Runway beams (CRB)

STRUCTURAL PLAN (SC: 1/250)

Table 2 Technical information of element

The selection of equipment.1 Columns:

The columns have bracket, therefore friction belt and steel cable will be used.

Figure 1 Rigging tool for columns

(1)- Concrete Column(5)- Friction belt

(4)- U-shaped steel

2.2 End side columns:

The tensile force is calculated by the following formula:m.K.Q

ttn cosβS =

K – Safety ratio, K = 4.5Qtt = 1.1 x 6.4 = 7.04 (T)

m - Ratio related to the difference in the value of tensile force within the two branches ofcable, m=1

1 × 4.5 × 7.04=> S = 2 × 푐표 = 15.84 (T)

K – Safety ratio, k = 4.5Qtt = 1.1 x 8.5 = 9.35 (T)

m - Ratio related to the difference in the value of tensile force within the twobranches of cable, m=1

n - Number of steel cable, n=21 × 4.5 × 9.35=> S = = 21.04(T)

2 × 푐표푠 0

Selecting cable 6x37x1 with diameter D=22 mm, tensile strength (150kg/cm2), failureforce F= 21500 (kg)

 Weight of hanging and tying equipment:q = q 10% 9.35 10%= = 0.935( )T

2.4 Crane run-way beam

Because the crane run-way beam has no hook, therefore an ordinary equipment forhanging and tying with semi-automatic lock will be chosen The configuration of hanging

Figure 2 Rigging tool for runway beam

Twin lifting cable Semi-automatic lock Pile section for inserting cable

Tensile force of cable is determined by the below formula:

K.Qn cosS =

K – Safety ratio, k = 6Qtt = 1.1 3 = 3.3T

∝ - Inclined angle between cable and vertical direction, ∝=450n - Number of steel cable, n=2

6 3.3=> S = =14 T

a, Trusses

Figure 3: steel truss and monitorTools used for rigging are semi-automatic lock and self-balancing ring.The tensile force in each branch of two cables is determined by the below formula:

K.Qttn cosS =

K – Safety ratio, k = 8Qtt= 1,1.P= 1.1 x 24.5= 26.95 (T)n: Number of steel cable = 2

∝: Inclined angle of cable and vertical direction =0o8

2 26.95

cos 00=> S = = 107.8T

Selecting cable 6x37x1 (IWRC) with diameter D=14 mm, tensile strength (157 kg/cm2),failure force F= 109000 (kg)

=>Weight of rigging equipmentq = q x 10%= 26.95 x 10%= 2.7(T)ett

The tensile force in each branch of two cables is determined by the below formula:K.Qtt

n cosS =

K – Safety ratio, k = 8Qtt= 1,1.P= 1.1 x 3.1= 3.41 (T)n: Number of steel cable = 2

∝: Inclined angle of cable and vertical direction =0o3.1

cos 008

=> S = = 12.4T2

Selecting cable 6x37x1 (IWRC) with diameter D=14 mm, tensile strength (157 kg/cm2),failure force F= 109000 (kg)

=>Weight of rigging equipmentq = q x 10%= 3.41 x 10%= 0.34(T)ett

2.6 Rafters of exterior span

The roof beams have L=15m in length, hence, two steel cables with a balancing ring will

Figure 4: Rigging tool for raftersTensile force in each cable is calculated by:

K.Qttn.sinS =Where:

K – Safety ratio, k = 6Qtt = 1.1 5.1= 5.61 Tn: Number of steel cable =2

∝: Inclined angle of cable and vertical direction = 4505.61

(for safety purpose, choose =45 )0∝6

> S= =

16.83 (T)=

2 cos45

Selecting cable 6x37x1 with diameter D=19.5 mm, tensile strength (160 kg/cm2), failureforce F= 18450 (kg)

K – Safety ratio, k = 4.5Qtt = 1.1 2.4 = 2.64 Tn: Number of steel cable =4

∝: Inclined angle of cable and vertical direction = 450.5 2.64

(for safety purpose, choose =45 )∝ 04

> S = = 4.2 T=

4 cos45

Selecting cable 6x37x1 with diameter D=11.0 mm, tensile strength (140kg/cm2), failureforce F= 4990 (kg)

2.8 Concrete wall panels:

Panels have 2 dimesions 1.2x6 (m) with the weight of 1.2(T), therefore slings with 2hooks could be used.

Figure 6: Rigging tool for wall panels

Tensile force in each cable is calculated by:K.Q

ttn cosS =

K – Safety ratio, k = 4.5Qtt =1.1 1.2 1.32 T=n: Number of steel cable =2

= 450(acctually does not equal to 450, but higher However, for safety reason,

calculate with β=45 )04.5 1.32

cos 45=> S = = 4.2T

Selecting cable 6x37x1 with diameter D=11.0 mm, tensile strength (140kg/cm2), failure

.1 Columns installation5

Crane XKG-30 (L=20m) will be used for erecting exterior and interior columns.For erecting end side column and middle column:

Figure 22: Working way of crane for installing column

Figure 23: Arranging columns on the layout

Figure 24: Working way for installing crane runway beam

Figure 25: Arranging crane runway beams on the layout

Figure.26: Working way for installing roof trusses, rafters,roof monitors and roof panels

Figure.27: Arranging roof trusses, rafters, roof monitorsand roof panels on the layout

Table 6: Schedule for machine and labour of plan 2

quantityNo Components Weight(T) Quan Machine Man- Machine Man- Shift Lab

hour60.04 4.0064.2236.941

End side ColumnsMiddle Columns

run-Exterior spanInterior spanTrusses3

837.90 3591.88357.56 24

111Roof monitors

6Interior Flying AG.415.11 2.4 480 0.018 0.09 8.64 43.20 9 1Roof span jib

panels Exterior Flying

Wall panelsjib

MOVING DIRECTION (SC: 1/250)Legend:

1-Column 2-Crane run-way beam 3-Roof rafters + Roof trusses + Roof monitors+ Roof panels 4-Wall panel

2 811

Figure 28: Schedule and resource diagram

Table 5 Cost for plan 2

Number Unit price Price(VNĐ)53,100,236No.

of shift (VNĐ)

M102.0304 XKG30-20 28 1,896,437SCX1000A-3 -Flying jib

2 M102.0301M102.0302

2,973,986 148,699,30022m

SCX1000A-3 -Flying jib6m

G 6, 078(VND)Man-power per 1 ton of element:

C 113.88N

8Cost for fabricating 1 ton:

G 233, 276, 078.08

 Conclusion: Plan 2 will be selected because of the lower construction duration.