Moment Connections.xls

8/21/2019 Moment Connections.xls

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DESIGN OF BEAM TO COLUMN MOMENT CONNECTIONS

(acc. to AISC EDICIN 9 PGS 4-116 A 4-122)

BEAM ID:


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2007


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DESIGN OF BEAM TO COLUMN MOMENT CONNECTIONS

(acc. to AISC EDICIN 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

Bolt diameter to be used ,dbo (mm)= 25.00 Pf= 4.00

Bolt area (cm2)= 5.00 b= 6.50

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)

Effective width of head plate (cm)= 21.5 gv= 10.50 (see Note 2)

=(bfb beam + 2.5 cm)

Note 1: recomended 9 cm if tfc 13 mmNota 2:recomended 9 cm mn. 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: Steel:

Axial force (T(+)/C(-)),(kg)= 352.00 Fy(k/cm2)=

Shear (V),(kg)= 3784.00 Fu(k/cm2)=

Weldements:

Bending Moment (M),(k-m)= 11581.00 Fv (k/cm2)=

Is a load comb. with earthquake or wind? (YES=1,NO=0): 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!


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c)Clculation 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


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trig= tfb beam (recomended)= 1.46 cm

brig/trigtrig (mnimum)= 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) Abc= 1447.71 cm2

2,67.M/(Abc.Fy)= 0.85 cm Reinforcement of column web not needed


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A-3251480.00

A36

2500.00

3700.00

E70

1480.00

ge)


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11.5 700 -16200 -16200 -28150 -35500523024.29 523024.29 427972.82 373081.85

966750

OK!No cumple


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

OK!

Stiffener RequiredNo stiffener required

Use minimun dimensions


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OK!Increase stiffener thickness

Reinforce column webReinforcement of column web not needed


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17.886762 -78.756327 17.886762

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Moment Connections.xls