PROJECT : PAGE :

CLIENT : DESIGN BY :

JOB NO. : DATE : REVIEW BY :

Corner Bracing Connection Capacity Based on AISC Manual 13th Edition (AISC 360-05)

DESIGN CRITERIA

gusset dimensions based on geometry and can check the gusset interface weld capacities with moment loads.

INPUT DATA & DESIGN SUMMARY

BRACE AXIAL LOAD AT SERVICE LEVEL T = 250 kips

ANGLE BETWEEN BRACE & COLUMN 25 0

ANGLE BTW BRACE & GUSSET EDGE 20 0

BRACE SECTION (Tube or Pipe) = > HSS8X8X5/8

Tube A t h16.40 2.98 0.63 8.00

COLUMN SECTION = > W12X96

ORIENTATION = x-x 6.35 in

BEAM SECTION = > W16X67

ORIENTATION = x-x 8.15 in

THE CONNECTION DESIGN IS ADEQUATE.( 1 1/4" Gusset Plate with 5/8" Fillet Weld, 4 leg x 7" Length at Brace, and 2 leg x 27" at Column Interface, 2 leg x 15" at Beam Interface. )

ANALYSISDETERMINE BEST FILLET WELD SIZE PER BRACE THICKNESS (AISC 360-05 J2.2b)

w = 0.625 in > 0.25 in

0.625 in ) <5/8 [Satisfactory] = 1.1795 t = 0.74 in

DETERMINE REQUIRED WELD LENGTH AT BRACE (AISC 360-05 J2.4 )

= (2.0) (250.00) / [(4) (0.6) (70) (0.707 x 5/8)] = 6.74 in ( USE L = 7.00 in )7

1 1/4 in 1 1/ 4 in )

DETERMINE GUSSET DIMENSIONS BASED ON GEOMETRY

22.9 in 26.6 in 14.5 in

DETERMINE CONNECTION INTERFACE FORCES ( AISC Manual 13th Edition, Page 13-10)13.28 in

7.25 in > 3.64 in[The original Uniform Force Method may not apply]

-2.55 in

0.515187.33215

5.16 in

16.54 in

27.24 in

151.8 kips

58.3 kips

15.8 ft-kips

74.8 kips

47.4 kips

-13.0 ft-kips

CHECK WELD CAPACITY AT INTERFACES (AISC 360-05 J2.4 )

For a new TYPICAL detail of bracing connection or existing bracing connection, the interface dimensions of and may

not satisfy the basic relationship of the original Uniform Force Method: - tan = eb tan - e

c. This software can determine corner

=

=

rmin

, ec =

, eb =

wMIN

=

( USE w = wMAX

= ( 0.6 Fu t) / ( 0.707 F

EXX) = (0.75 x 0.6 x 58 ksi) t / (0.75 x 0.707 x 70 ksi)

L = T / [(4) (0.6) FEXX

(0.707 w)]

DETERMINE REQUIRED THICKNESS OF GUSSET PLATE PER Tt,rup,brace

ABOVE (AISC 360-05 Tab. J2.4)

tg = ( USE t

g =

Lg = 2 = 2 =

=

= (eb + ) tan - e

c =

K = eb tan - e

c =

D = tan2 + ( / )2 =K' = ( tan + / ) =

Ideal

= (K' tan + K ( / )2 ) / D =

Ideal

= (Ideal

- K) / tan =

r = [(eb +

Ideal)2 + (e

c +

Ideal)2] 0.5 =

Vc = (

Ideal / r) T =

Hc = (e

c / r) T =

Mc = H

c [

Ideal - ] =

Vb = (e

b / r) T =

Hb = (

Ideal / r) T =

Mb = V

b [

Ideal - ] =

6.47 ksifVc

= Vc / (4 0.707 w) =

(cont'd)

2.48 ksi

1.83 ksi

5.84 ksi

3.70 ksi

5.04 ksi2.0

7.77 ksi < 21.00 ksi [Satisfactory]

10.51 ksi < 21.00 ksi [Satisfactory]

CHECK SHEAR RUPTURE CAPACITY OF SLOTTED BRACE (AISC 360-05 J4.2)

304.5 kips > T[Satisfactory]

Where 58 ksi ( AISC Manual 13th Edition, Pg. 2-39)

4 t L = 4 x 0.625 x 7 = 17.502.0

CHECK SHEAR RUPTURE CAPACITY OF GUSSET PLATE (AISC 360-05 J4.2)

304.5 kips > T [Satisfactory]

Where 58 ksi (A36 Steel)

2 tg L = 2 x 1.25 x 7 = 17.502.0

CHECK TENSION CAPACITY AT SLOTTED BRACE (AISC 360-05 J4.1)

316.28 kips > T [Satisfactory]Where 2

58 ksi ( AISC Manual 13th Edition, Pg. 2-335)3 h / 8 = 3.00

2.55 MIN( 1 - x / L , 0.9 ) = 0.57 ,(AISC Tab D3.1)

14.68

8.39

1.3 (AISC 341-05 6.2)Try Cover Plate 3/4 x 7 , at Each Sides.

RegionHSS 3.00 7.34 22.02 44.99 / 12.59 = 3.57

Cover Plate 4.38 5.25 22.97 U = MIN( 1 - x / L , 0.9 ) = 0.49

12.59 44.99 14.68 + 10.50 = 25.18

12.33

Thus, 464.72 kips > T [Satisfactory]

CHECK GUSSET BLOCK SHEAR CAPACITY (AISC 360-05 J4.3)

304.5

> 250.0 [Satisfactory]

fHc

= Hc / (4 0.707 w) =

fMc

= 3 Mc / (4 2 0.707 w) =

fVb

= Vb / (4 0.707 w) =

fHb

= Hb / (4 0.707 w) =

fMb

= 3 Mb / (4 2 0.707 w) =

=

fv,c

= [(fvc

)2 + (fHc

+ fMc

)2] 0.5 = 0.6 FEXX

/ =

fv,b

= [(fvb

)2 + (fHb

+ fMb

)2] 0.5 = 0.6 FEXX

/ =

Rn,rup,brace

/ =(0.6Fu)A

nu / =

Fu =

Anu

= in2

=

Rn,rup,gusset

/ = (0.6Fu)A

nv /

=

Fu =

Anv

= in2

=

Rt R

n/ = R

t F

u A

e/ =

=

Fu =

x = , for Tube (HSS Specification 2.1-4)

D / = , for Pipe (HSS Specification 2.1-3)

U =

An = A

g - 2 (t

g + 1/8) t = in2

Ae = U A

n = in2

Rt =

x 0.5 An x A

x =

An = in2

Ae = U A

n = in2

Rt R

n/ = R

t F

u A

e/ =

Rn,guss

/ = Min [0.6FuA

nv , 0.6F

yA

gv] / + U

bsF

uA

nt/ = + U

bsF

uA

nt/

T =

Daniel PROJECT : PAGE :

Tian LiCLIENT : DESIGN BY :

JOB NO. : DATE : REVIEW BY :

Gusset Plate Dimensions Generator

INPUT DATAANGLE BETWEEN BRACE & COLUMN 25 0

ANGLE BTW BRACE & GUSSET EDGE 20 0

BRACE SECTION (Tube or Pipe) = > HSS8X8X5/8Tube h = 8.00 in

( USE h = 8.00 in )

COLUMN SECTION = > W12X96

ORIENTATION = x-x 6.35 in

6.35 in )

BEAM SECTION = > W16X67

ORIENTATION = x-x 8.15 in

8.15 in )

THICKNESS OF GUSSET PLATE 1 1/ 4 inWELD LENGTH AT BRACE 7 in

ANALYSIS26.56 in, the interface dimention between gusset and column14.49 in, the interface dimention between gusset and beam

22.86 in, the average buckling length13.10 in, the Whitmore width

13.28 in

7.25 in > 3.64 in, ( AISC Manual 13th Edition, Page 13-10)[the Uniform Force Method may not apply]

=

=

, ec =

( USE ec =

, eb =

( USE eb =

tg =

L =

2 =2 =

Lg =

W =

=

= (eb + ) tan - e

c =

PROJECT : PAGE :

CLIENT : DESIGN BY :

JOB NO. : DATE : REVIEW BY :

Bracing Connection Capacity at Middle of Beam Based on AISC Manual 13th Edition (A

INPUT DATA & DESIGN SUMMARY

BRACE AXIAL LOAD AT SERVICE LEVEL T-1 = 250 kipsT-2 = -230 kips

ANGLE BETWEEN BRACE & BEAM 35 0

65 0

ANGLE BTW BRACE & GUSSET EDGE 20 0

BRACE SECTION (Tube or Pipe) = > HSS8X8X5/8

Tube A t h16.40 2.98 0.63 8.00

BEAM SECTION = > W16X67

ORIENTATION = x-x 8.15 in

( 1 1/4" Gusset Plate with 5/8" Fillet Weld, 4 leg x 7" Length at Brace, and 2 leg x 41" at Beam Interface. )

THE CONNECTION DESIGN IS ADEQUATE.

ANALYSISDETERMINE GUSSET DIMENSIONS BASED ON GEOMETRY

Case B10.05 in27.18 in13.63 in

16.48 in, the max buckling length13.10 in, the Whitmore width

DETERMINE BEST FILLET WELD SIZE PER BRACE THICKNESS(AISC 360-05 J2.2b)

w = 0.625 in

0.625 in ) > 0.25 in

5/8 <[Satisfactory] = 1.1795 t = 0.74 in

DETERMINE REQUIRED WELD LENGTH AT BRACE (AISC 360-05 J2.4 )

= (2.0) (250.00) / [(4) (0.6) (70) (0.707 x 5/8)] = 6.74 in ( USE L = 7.00 in )7

1 1/4 in 1 1/ 4 in )

DETERMINE CONNECTION INTERFACE FORCES ( AISC Manual 13th Edition, Page 13-10)

5.03 in 0 in13.59 in 6.82 in

For T-1 For T-2

5.71 in 17.48 in

7.79752 6.4379346.2491 23.8645

9.50 in 12.94 in

5.42 in -2.12 in

16.56 in 14.28 in

81.8 kips 34.1 kips

0.0 kips 0.0 kips

- 1 =

- 2 =

=

rmin

, eb =

2 =2 ( - 1) =2 ( - 2) =

Lg =

W =

( USE w = wMIN

=

wMAX

= ( 0.6 Fu t) / ( 0.707 F

EXX) = (0.75 x 0.6 x 58 ksi) t / (0.75 x 0.707 x 70 ksi)

L = T / [(4) (0.6) FEXX

(0.707 w)]

DETERMINE REQUIRED THICKNESS OF GUSSET PLATE PER Tt,rup,brace

ABOVE (AISC 360-05 Tab. J2.4)

tg = ( USE t

g =

= ec =

- 1 = - 2 =

K = eb tan - e

c = K = e

b tan - e

c =

D = tan2 + ( / )2 = D = tan2 + ( / )2 =K' = ( tan + / ) = K' = ( tan + / ) =

Ideal

= (K' tan + K ( / )2 ) / D = Ideal

= (K' tan + K ( / )2 ) / D =

Ideal

= (Ideal

- K) / tan = Ideal

= (Ideal

- K) / tan =

r = [(eb +

Ideal)2 + (e

c +

Ideal)2] 0.5 = r = [(e

b +

Ideal)2 + (e

c +

Ideal)2] 0.5 =

Vc = (

Ideal / r) T = V

c = (

Ideal / r) T =

Hc = (e

c / r) T = H

c = (e

c / r) T =

0.0 ft-kips 0.0 ft-kipsMc = H

c [

Ideal - ] = M

c = H

c [

Ideal - ] =

(cont'd)

123.0 kips -131.3 kips

143.4 kips -208.5 kips

-41.9 ft-kips -67.0 ft-kips

CHECK WELD CAPACITY AT INTERFACES (AISC 360-05 J2.4 )8.3 kips351.8 kips27.4 ft-kips

0.34 ksi

14.65 ksi

3.02 ksi2.0

17.68 ksi < 21.00 ksi [Satisfactory]

CHECK SHEAR RUPTURE CAPACITY OF SLOTTED BRACE (AISC 360-05 J4.2)

304.5 kips > T[Satisfactory]

Where 58 ksi ( AISC Manual 13th Edition, Pg. 2-39)

4 t L = 4 x 0.625 x 7 = 17.502.0

CHECK SHEAR RUPTURE CAPACITY OF GUSSET PLATE (AISC 360-05 J4.2)

304.5 kips > T [Satisfactory]

Where 58 ksi (A36 Steel)

2 tg L = 2 x 1.25 x 7 = 17.502.0

CHECK TENSION CAPACITY AT SLOTTED BRACE (AISC 360-05 J4.1)

316.28 kips > T [Satisfactory]Where 2

58 ksi ( AISC Manual 13th Edition, Pg. 2-335)3 h / 8 = 3.00

2.55 MIN( 1 - x / L , 0.9 ) = 0.57 ,(AISC Tab D3.1)

14.68

8.39

1.3 (AISC 341-05 6.2)Try Cover Plate 3/4 x 7 , at Each Sides.

RegionHSS 3.00 7.34 22.02 44.99 / 12.59 = 3.57

Cover Plate 4.38 5.25 22.97 U = MIN( 1 - x / L , 0.9 ) = 0.49

12.59 44.99 14.68 + 10.50 = 25.18

12.33

Thus, 464.72 kips > T [Satisfactory]

CHECK GUSSET BLOCK SHEAR CAPACITY (AISC 360-05 J4.3)

304.5

> 250.0 [Satisfactory]

Vb = (e

b / r) T = V

b = (e

b / r) T =

Hb = (

Ideal / r) T = H

b = (

Ideal / r) T =

Mb = V

b [

Ideal - ] = M

b = V

b [

Ideal - ] =

V =H =M =

fVb

= V / (4 0.707 w) =

fHb

= H / (4 0.707 w) =

fMb

= 3 M/ (4 2 0.707 w) =

=

fv,b

= [(fvb

)2 + (fHb

+ fMb

)2] 0.5 = 0.6 FEXX

/ =

Rn,rup,brace

/ =(0.6Fu)A

nu / =

Fu =

Anu

= in2

=

Rn,rup,gusset

/ = (0.6Fu)A

nv /

=

Fu =

Anv

= in2

=

Rt R

n/ = R

t F

u A

e/ =

=

Fu =

x = , for Tube (HSS Specification 2.1-4)

D / = , for Pipe (HSS Specification 2.1-3)

U =

An = A

g - 2 (t

g + 1/8) t = in2

Ae = U A

n = in2

Rt =

x 0.5 An x A

x =

An = in2

Ae = U A

n = in2

Rt R

n/ = R

t F

u A

e/ =

Rn,guss

/ = Min [0.6FuA

nv , 0.6F

yA

gv] / + U

bsF

uA

nt/ = + U

bsF

uA

nt/

T =

PROJECT : PAGE :

CLIENT : DESIGN BY :

JOB NO. : DATE : REVIEW BY :

Middle of Beam Gusset Plate Dimensions Generator

INPUT DATAANGLE BETWEEN BRACE & BEAM 35 0

65 0

ANGLE BTW BRACE & GUSSET EDGE 20 0

BRACE SECTION (Tube or Pipe) = > HSS8X8X5/8Tube h = 8.00 in

( USE h = 8.00 in )

BEAM SECTION = > W16X67

ORIENTATION = x-x 8.15 in

8.15 in )

THICKNESS OF GUSSET PLATE 1 1/ 4 inWELD LENGTH AT BRACE 7.00 in

ANALYSISCase B

10.05 in27.18 in13.63 in

16.48 in, the max buckling length13.10 in, the Whitmore width

- 1 =

- 2 =

=

, eb =

( USE eb =

tg =

L =

2 =2 ( - 1) =2 ( - 2) =

Lg =

W =

PROJECT : PAGE :

CLIENT : DESIGN BY :

JOB NO. : DATE : REVIEW BY :

Corner Gusset Plate Dimensions Generator

INPUT DATAANGLE BETWEEN BRACE & COLUMN 55 0

ANGLE BTW BRACE & GUSSET EDGE 20 0

BRACE SECTION (Tube or Pipe) = > HSS8X8X5/8Tube h = 8.00 in

( USE h = 8.00 in )

COLUMN SECTION = > W12X96

ORIENTATION = y-y 0.275 in

0.00 in )

BEAM SECTION = > W8X21

ORIENTATION = x-x 4.14 in

8.15 in )

THICKNESS OF GUSSET PLATE 1.25 inWELD LENGTH AT BRACE 7 in

ANALYSIS10.06 in, the interface dimension between gusset and column27.18 in, the interface dimension between gusset and beam

16.48 in, the average buckling length13.10 in, the Whitmore width

5.03 in

13.59 in > 12.82 in, ( AISC Manual 13th Edition, Page 13-10)[The original Uniform Force Method may not apply]

=

=

, ec =

( USE ec =

, eb =

( USE eb =

tg =

L =

2 =2 =

Lg =

W =

=

= (eb + ) tan - e

c =

PROJECT : PAGE :

CLIENT : DESIGN BY :

JOB NO. : DATE : REVIEW BY :

Corner Gusset Plate Dimensions Generator

INPUT DATAANGLE BETWEEN BRACE & COLUMN 25 0

ANGLE BTW BRACE & GUSSET EDGE 20 0

BRACE SECTION (Tube or Pipe) = > HSS8X8X5/8Tube h = 8.00 in

( USE h = 8.00 in )

COLUMN SECTION = > W12X96

ORIENTATION = y-y 0.275 in

0.00 in )

BEAM SECTION = > W8X21

ORIENTATION = x-x 4.14 in

8.15 in )

THICKNESS OF GUSSET PLATE 1.25 inWELD LENGTH AT BRACE 7 in

ANALYSIS10.05 in, the interface dimension between gusset and column13.63 in, the interface dimension between gusset and beam

7.91 in, the average buckling length13.10 in, the Whitmore width

5.03 in

6.82 in > 4.00 in, ( AISC Manual 13th Edition, Page 13-10)[The original Uniform Force Method may not apply]

=

=

, ec =

( USE ec =

, eb =

( USE eb =

tg =

L =

2 =2 =

Lg =

W =

=

= (eb + ) tan - e

c =