• Author / Uploaded
• Hector Aguana

• Categories
• Doblar
• Columna
• Viga (Estructura)
• Ingeniería
• Ingeniero civil

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DESIGN OF BEAM TO COLUMN MOMENT CONNECTIONS (acc. to AISC EDICIÓN 9 PGS 4-116 A 4-122)

BEAM ID:

2007

DESIGN OF BEAM TO COLUMN MOMENT CONNECTIONS (acc. to AISC EDICIÓN 9 PGS 4-116 A 4-122)

BEAM ID:

2007

GEOMETRIC DATA FOR CONNECTION: Total bolt number =

8.00 Bolts distances (cm):

Number of bolts in Tension=

4.00

a=

4.00

25.00

Pf=

4.00

5.00

b=

6.50

Thickness of head plate(mm)=

19

c=

32.00

Total lengh of head plate(cm)=

61

d=

Width of head plate(cm)=

23

gh=

15.00 (see Note 1)

21.5

gv=

10.50 (see Note 2)

Bolt diameter to be used ,dbo (mm)= Bolt area (cm2)=

Effective width of head plate (cm)=

4.00

=(bfb beam + 2.5 cm) Note 1: recomended 9 cm if tfc 13 mm Nota 2:recomended 9 cm mín. if tfc 13 mm DATA OF BEAM AND COLUMN TO BE CONNECTED: db beam (cm)=

45.00

dc col (cm)=

35.00

bfb beam (cm)=

19.00

cfw col (cm)=

30.00

tfb beam (cm)=

1.46

tfc col (cm)=

1.75

twb beam (cm)=

0.94

twc col (cm)=

1.00

k (cm)=

4.4

T (cm)=

26.2 MATERIALS: Bolts: Fv allow(k/cm2)=

DESIGN FORCES: Axial force (T(+)/C(-)),(kg)= Shear (V),(kg)=

Steel: 352.00

Fy(k/cm2)=

3784.00

Fu(k/cm2)= Weldements:

Bending Moment (M),(k-m)= Is a load comb. with earthquake or wind? (YES=1,NO=0):

11581.00

Fv (k/cm2)= 1

a)Forces on beam flanges (kg):

26774.53 (tension flange) 26422.53 (compression flange)

b)Stresses acting on bolts: Shear stress (fv),(k/cm2)=

94.60

Allowable shear stress (Fv),(k/cm2)=

1973.33 OK!

Tension stress (ft max),(k/cm2)=

1338.73

Allowable tension stress (Ft),(k/cm2)=

4110.00 OK!

c)Cálculation of Head Plate thickness: Pe=Pf - dbo/4, (cm)=

3.38

Ca=

1.13

Cb= ( bfb/bep)^1/2=

0.94

Af ,(cm2)=

27.74

Aw,(cm2)=

39.5552

Cm=CaCb(Af/Aw)^1/3*(Pe/dbo)^1/4=

1.02

Me=Cm Ft Pe/4, (kg-cm)=

22982.08

tep req= (6Me/eff. width.*0.75Fy)^1/2,(cm)=

1.60 required thk

USE HEAD PLATE THICKNESS tep,(cm)=

1.9

d)Flange of beam-head plate weldment (it must support max.tension on beam flange): l weld =

39.98 cm

t weld=

0.48 cm USE WELD. THICNESS MIN. w,(cm)=

0.60

e)Beam web-head plate weldement (it must support max. tension due to bending in beam web 0.6Fy): l weld =

84.16 cm

t weld=

0.67 cm USE WELD. THICNESS MIN. w,(cm)=

0.70

f)Check of Column stiffeners: Pbf: compression force in flange. Value shall be multiplied by 4/3 if earthquake or wind loads act or by 5/3 if includes only live and dead loads. Pbf (kg)=

35230.04

Ductility of web column failure: Pbf