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SCAFFOLDING OF GIRDER CALCULATIONS3-S4 1.. 22TCN 200 : 1989 Design process of temporary works and auxiliary equipments For bridge construction 2... CALCULATION MODEL 3.1 MODEL Ordinate a

SCAFFOLDING OF GIRDER CALCULATION

(S3-S4)

1 22TCN 200 : 1989 Design process of temporary works and auxiliary equipments For bridge construction

2 TCVN-5575-2012: 1989 Steel structures – Design standard

1 DATA INPUT

Factor of working condition: (6.1.4 of TCVN-5575-2012): γ m≔1.1

Allowable tension and compression stress: f r≔――f y =

Allowable shear stress: τ r≔0.58 ――⋅ f y =

m3

2 CALCULATION LOADS

2.1 CONCRETE LOAD

Weight density of concrete: γ c≔24.5 ――kN

m3

Load factor (2.23 of 22TCN 200 : 1989): γ 1≔1.1

2.2 DUE TO FORMWORK

Load factor (2.23 of 22TCN 200 : 1989): γ fw≔1.2

m2

2.3 DUE TO SCAFFOLDING

Load factor (2.23 of 22TCN 200 : 1989): γ sca≔1.2

Scaffolding loads apply : q sca≔0.41 4 ――⋅ kN =

kN

m2

2.4 DUE TO SCAFFOLDING

＝

q H q o⋅k c⋅ Load factor (2.23 of 22TCN 200 : 1989): γ sca≔1.0

1

-Wind pressure (Table 4, 2737-2006) : q o≔0.95 ――kN

m2

Pressure facor consider the changing of wind pressure depend on

height (Table9/22TCN 200-1989):

≔

k 0.65 Aerodynamic factor (Table10/22TCN 200-1989): c≔1.2

Horizontal wind load: q H≔q o⋅k c⋅ =0.741 ――kN

m2

Wind load of 1 node in the model: p node≔――P H =

n node 2.49 kN

2.5 DUE TO PEOPLE AND EQUITMENT

Load factor (2.23 of 22TCN 200 : 1989): γ equ≔1.3

m2

3 CALCULATION MODEL

3.1 MODEL

Ordinate axis in model:

2

-Material in model:

3

-Section propeties in model:

4

5

6

7

-computational model:

8

H300x300x10x15:

9

3.2 LOAD APPLY IN MODEL:

10

11

-3.3 RESULT:

M (kN*m)

Q (kN)

12

H300x300x10x15:

H200x200x8x12:

13

-4 CHECK

I600x190x13x25

H300x300x10x15

H200x200x8x12

14

-4.1 2I600x190x13x25:

15

-4.2 3I600x190x13x25:

16

-4.3 H300x300x10x15:

17

-4.4 H200x200x8x12:

18