Viga-W14x22

Fy= 36.00 ksi 50.00 ksi

Fu= 58.00 ksi 65.00 ksi

Columna-W8x28

Fy= 36.00 ksi 50.00 ksi

Fu= 58.00 ksi 65.00 ksi

Plancha

Fy= 36.00 ksi 36.00 ksi

Fu= 58.00 ksi 58.00 ksi

d bf tf tw

(in) (in) (in) (in)

Viga 13.700 5.000 0.335 0.230

Columna 8.060 6.540 0.465 0.285

From Chapter 2 of ASCE/SEI 7, the required strength is: (LRFD)

AISC Steel Design Guide 4 Extended End-Plate Moment Connections

Seismic and Wind Applications (Murray and Sumner, 2003)

Ru= 20 kips

Mu= 52 kips-ft

bp g pfi pfo

(in) (in) (in) (in)

6.000 3.000 1.500 1.500

ho=d+pfo-tf/2= 15.03 in

h1=d-pfi-tf-tf/2= 11.70 in

TIPO PERNO= 1.00

Perno ASTM : A325N

Fnt= 90.000 ksi

Determinacion de diametro de perno:

d b requerido= √(2Mu/(πøFnt(h0+h1)))

d b requerido= 0.47 in

d b requerido= 5/8 in Perno a traccion

d b c= 5/8 in Perno a compresion

Determinacion de espesor de plancha:

s=(√bp g)/2= 2.12 in

pfi= 1.50 in < s Ok

Yp=bp/2(h1(1/pfi+1/s)+ho(1/pfo)-1/2)+2/g(h1(pfi+s))

Yp= 96.74 in

Pt=Fnt(πdb2/4)= 27.61 kips

Mnp=2Pt(ho+h1)= 1,476.12 kips-in

FMnp=0.75*Mnp= 1,107.09 kips-in

Fb= 0.90

tp =√((1.11øMnp)/(FbFypYp))

tp = 0.626 in

tp = 3/4 in

With a tp-in.-thick end-plate, the design strength is:

øbMnp=øbFypYp tp2/1.11

øbMnp= 1,588.42 kips-in

Fuerza en el ala

Ffu=Mu/(d-tf)= 46.69 kips

Corte en la plancha

F= 0.90

FRn=0.9*0.6Fyp bp tp= 87.48 kips >Ffu/2 Ok

Shear Rupture of the Extended End-Plate

An=(bp-2*(db +2*1/16))xtp

An= 3.38 in2

φRn=0.75*(0.6Fup An)= 88.09 kips >Ffu/2 Ok

Bolt Shear and Bearing

Bolt shear strength using AISC Manual Table 7-1:

m= 1

Shear Strength (N)

φrn=nx0.65x0.45xFbuxmxAb=

Shear Strength (X)

φrn=nx0.65x0.6xFbuxmxAb=

φrn1= 10.77 kips/bolt

Bolt bearing on the end-plate (Le ≥ Le full)

φrn2=0.75(2.4dtFu)= 48.94 kips/bolt

Bolt bearing on column flange (Le ≥ Le full)

φrn3=0.75(2.4dtFu)= 30.34 kips/bolt

φrn=Min(φrn1,φrn2,φrn3)

φrn= 10.77 kips/bolt

n= 2.00 und

n(φrn)= 21.54 >Ru Ok

Available Strength

φrn=0.75(0.6FEXX √2/2xD/16xl)

FEXX= 70.00 ksi D: weld size in sixteenths of an inch

φrn/(Dl)= 1.392 kips/in2 l: length, in.

The minimum weld size required to match the shear rupture strength of the weld to the

tension yield strength of the beam web, per unit length, is:

Dmin=(øFy tw (1in))/(2x1.5xørn/(Dl)) , ø=0.9, 2 (for fillet welds on both sides), 1.5 (AISC Section J2.4).

Dmin= 1.78 /16 in

D= 1/4 in

Weld Size Required for the End Reaction

l=d/2-tf= 6.52 in

Dmin=Ru/(2xørn/(Dl)xl) , 2 (for fillet welds on both sides)

Dmin= 1.10 /16 in

D= 1/4 in, fillet weld on both sides of the beam web below the tension-bolt region.

Connecting Elements Rupture Strength at Welds

beam web

tmin=` 6.19 xD/Fu two side of the connection. AISC 9-5

tmin=` 0.118 in <tw beam Ok

end-plate

tmin=` 3.09 xD/Fu one side of the connection. AISC 9-5

tmin=` 0.059 in <tp plate Ok

Required Fillet Weld Size for the Beam Flange to End-Plate Connection

l=2bf-tw= 9.77 in

Dmin=Ffu/(1.5xørn/(Dl)xl) , 1.5 (AISC Section J2.4).

Dmin= 2.29 /16 in

D= 1/4 in, fillet weld on both sides of the beam flange

Connecting Elements Rupture Strength at Welds

Shear rupture strength of base metal

tmin= 3.09 xD/Fu one side of the connection. AISC 9-5

tmin= 0.122 <tp plate Ok