Moment Connections.xls

DESIGN OF BEAM TO COLUMN MOMENT CONNECTIONS

(acc. to AISC EDICIÓN 9 PGS 4-116 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

Bolt diameter to be used ,dbo (mm)= Bolt area (cm2)= Thickness of head plate(mm)=

19

c=

32.00

Total lengh of head plate(cm)=

61

d=

4.00

Width of head plate(cm)=

23

gh=

15.00 (see Note 1)

21.5

gv=

10.50 (see Note 2)

Effective width of head plate (cm)= =(bfb beam + 2.5 cm)  Note 1: recomended 9 cm if tfc <= 13 mm and 10 cm if tfc>13 mm  Nota 2:recomended 9 cm mín. if tfc <= 13 mm and 10 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)= Steel:

DESIGN FORCES:

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

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 fla

 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 s upport max. tension d ue 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<=twc.Fy.(tfb+6k+2tep+2w)=

82150 kg

No stiffener required

65648.85496 kg

No stiffener required

47851.5625 kg

No stiffener required

Buckling of column web fairure: Pbf<=34400.twc^3*(Fy)^(1/2) / T=

Bending of column flange failure:   Pbf<=6,25.tfc^2.Fy=

g)Stiffeners dimensions: Ast=(Pbf-Fy.twc.(tfb+6k+2tep+2w))/Fy =

Use minimun dimensions

Stiffener Length= dc col-2tfc-.5=

31.00 cm

Stiffener Width , brig=(cfw-twc)/2- 0.5 =

14.00 cm

cm2

trig= tfb beam (recomended)=

1.46 cm

brig/trig<=800/(Fy)^(1/2) ----->trig (mínimum)=

0.88 cm

Ast used=

45.26 cm2

Increase stiffener thickness

Weldement of stiffeners=

7.72 mm

h)Shear failure of column web:   twc>=2,67.M/(Abc*Fy)   Abc=(dc col-tfc)*(db beam-tfb) 2,67.M/(Abc.Fy)=

Abc= 0.85 cm

1447.71

cm2

Reinforcement of column web not needed

A-325 1480.00 A36 2500.00 3700.00 E70 1480.00

ge)

11.5

OK! No cumple

700

-16200 -16200 -28150 -35500 523024.29 523024.29 427972.82 373081.85 966750

OK! No cumple. Aumentar espesor plancha o numero de pernos

OK!

Stiffener Required No stiffener required

Use minimun dimensions

OK! Increase stiffener thickness

Reinforce column web Reinforcement of column web not needed

17.886762 -78.756327 17.886762