Gusset Plate

Bay size L= H=

15 13 49.1

ft ft deg.

Analysis

Fy = Fu =

A36 36 58

Dimensions Width adustment factor

1.00

Plate Material

Uniform Force Method

t= Slot width

Factor to account for weld stress concentrations 1.25 Gusset K = Control

1 1/4 in. 1 3/8 in. L

1.2

Gusset lap with brace (min.) = Horizontal = Vertical = Vertical and horizontal dimensions Width and angle (beam side) = Width and angle (col. side) = Precision (in.) 0.5 Workpoint horizontal eccentricity eh = Welds (ksi) FEXX 70 Hinge tolerance Shoulder s Max. Useful Brace weld 1/2 in. 9/16 in. Weld gap (hor) Weld gap (vert) Suggested Beam weld 5/8 in. 5/8 in. Max. Overslot Column weld 5/8 in. 5/8 in. Buckling length Edge stiffener? Ru (kip) 488 488 488 488

fRn (kip) 530 521 534 490

Ru/fRn

J4-5 J4-3 J4-6

488 488 262

1044 475 435

0.47 1.03 0.60

J4-1 J4-2 J4-4 J2-4

260

284 381 228 314

0.92 0.43 0.45 0.83

J4-1 J4-2 J4-4 J2-4

438

Tension rupture Shear rupture Beam weld

217 205 246

567 761 457 401

0.77 0.28 0.45 0.61

Web yielding Web crippling

J10-2 J10-4, 5a, 5b

164 88

696 1140

0.24 0.08

Web yielding Web crippling Gusset edge buckling At column At beam

J10-2 J10-4, 5a, 5b

217 116 Length 10.6 in. 4.6 in.

Limit States Brace

No good!

Specification Equation Net-section rupture J4-2 Brace shear rupture J4-4 Brace shear yield J4-3 Brace weld J2-4

(ksi)

Brace Material

(ksi)

Fy Ry Fu RT

Suggested 1 1/4 in. 1 3/8 in. L

(in.)

(in.)

11.00 15.00 8.00 6.00 5.86

11.00 16.00 9.00 15 deg 15 deg

0 2 1 1 1 2 12.4 No

(in.)

Section Reinforcement Material t= b= A/ Ae =

(in.) (in.) (in.)

L= Fy Ry s

(in.) (in.) (in.)

Beam Material A992 (ksi) Fy 50 Section W18X55 (ksi) 46 Stiffening Web stiffener? 1.4 No (ksi) Edge stiffener? 58 No 1.3 Gusset b/t at end of brace = 2.40 HSS6X6X.375 Edge length measured to brace end (2 plates) Column A572 Gr.50 Material A992 (ksi) Fy 3/8 in. 50 Suggested Section W12X152 4.50 in. 4.50 in. Stiffening Web stiffener? 0.92 No Edge stiffener? No Gusset b/t at end of brace = 2.29 Edge length measured (in.) 16.00 to brace end (ksi) 50 1.1 (in.) Strong 5/16 Orientation A500 Square & Rectangular Grade B

50.00

0.92 0.94 0.91 1.00

40.00

Gusset Gusset block shear Tension yield Gusset buckling Gusset at column Yield (svm) Tension rupture Shear rupture Column weld

164 103 260

30.00

20.00

Gusset at beam Yield (svm)

10.00

0.00

Column

-20.0

-10.0

0.0

10.0

20.0

30.0

40.0

Beam

(Steel Tips) (Steel Tips)

Beam-to-column connection forces (kip) Hcol 164 (kip) Vbm 217 (in.-kip) M 0

354 0.61 161 0.72 Limit Length/Limit 0.40 26.6 in. 26.6 in. 0.17 Eccentric moment (in.-kip) Mecc 0

-10.00

-20.00 Vertical and horizontal dimensions Max. gusset height 18.3 in. Max gusset length 23.9 in. Area 437 in.2

Diagonal dimensions Width 14.5 in. Length 25.4 in. Area 368 in.2 Stiffener length 0.0 in.

50.0

Member

Section

Brace HSS6X6X.375 Beam W18X55 Column W12X152

A

D

HT

OD

BF

B

ID

7.58 16.2 44.7

0 18.1 13.7

6 0 0

0 0 0

0 7.53 12.5

6 0 0

0 0 0

TW

TF

T

TNOM

TDES

KDES

KDET

K1

X

0 0.39 0.87

0 0.63 1.4

0 0 0

0.375 0 0

0.349 0 0

0.349 1.03 2

0 1.3125 2.3125

0 0.8125 1.25

0 0 0

Y

E0

XP

YP

BF_2TF

B_T

H_TW

H_T

D_T

0 0 0

0 0 0

0 0 0

0 0 0

0 5.98 4.46

14.2 0 0

0 41.1 11.2

14.2 0 0

0 0 0

IX

ZX

SX

RX

IY

ZY

SY

RY

RZ

39.5 890 1430

15.8 112 243

13.2 98.3 209

2.28 7.41 5.66

39.5 44.9 454

0 18.5 111

0 11.9 72.8

0 1.67 3.19

0 0 0

J

CW

C

WNO

SW

QF

QW

RO

H

64.6 1.66 25.8

0 3430 17200

22.1 0 0

0 32.9 38.4

0 39 168

0 19.6 50.1

0 55.3 121

0 0 0

0 0 0

TAN_ALPHA EDI_STD_NOMENCLATURE QS AISC_MANUAL_LABEL W 0 0 0

0HSS152.4X152.4X9.5 HSS152.4X152.4X9.5 60.4 0 W460X82 W460X82 82 0 W310X226W310X226 226

A

D

HT

OD

4890 10500 28800

0 460 348

152 0 0

0 0 0

BF

B

ID

TW

TF

T

TNOM

TDES

KDES

0 191 318

152 0 0

0 0 0

0 9.91 22.1

0 16 35.6

0 0 0

9.53 0 0

8.86 0 0

0 26.2 50.8

KDET

X

Y

E0

XP

YP

W

B_T

H_T

0 33.3 58.7

0 0 0

0 0 0

0 0 0

0 0 0

0 0 0

60.4 82 226

14.2 0 0

14.2 0 0

H_TW

D_T

IX

ZX

SX

RX

IY

ZY

SY

0 41.1 11.2

0 0 0

16.4 370 595

259 1840 3980

216 1610 3420

57.9 188 144

0 18.7 189

0 303 1820

0 195 1190

RY

RZ

J

CW

C

WNO

SW

QF

QW

0 42.4 81

0 0 0

26900 691 10700

0 921 4620

362 0 0

0 21200 24800

0 16.2 69.9

0 321 821

0 906 1980

RO

H

TAN_ALPHA

QS

0 0 0

0 0 0

0 0 0

0 0 0

QW1 0 6820 2890

RO1

H1 0 0 0

TAN_ALPHA1 QS1 0 0 0

0 0 0

q= g=

49.1 deg = 40.9 deg =

0.857 rad 0.714 rad

Lines y=mx+c

Brace Centerline Brace

Brace inside

Points

m 0.87

c 0.00

-1.15 0.87 -1.15 0.87 -1.15 -1.15 0.87 -1.15 0.87

39.98 -3.97 116.32 3.97 39.98 39.98 -3.47 116.32 3.47

Column

Beam

Gusset top Gusset bottom Brace end Gusset

-1.15 -1.15 -1.15 -1.15 -1.15

23.95 23.95 33.11 33.11 33.11

0.61

11.89

1.24

-16.89

x 0.0 50.0 19.8 21.8 59.5 55.6 17.8 19.8 21.5 59.3 55.9 18.1 -6.9 -6.9 -5.5 -5.5 5.5 5.5 6.9 6.9 6.9 6.9 50.0 50.0 6.9 6.9 50.0 50.0 6.9 6.9 12.9 20.9 6.9 16.4 30.1 30.7 23.7 20.9 7.9 6.9 6.9 6.9 15.9 25.5

50 y 0.0 43.3 17.1 14.9 47.6 52.2 19.4 17.1 15.2 47.9 51.9 19.1 -20.0 50.0 50.0 -20.0 -20.0 50.0 50.0 -20.0 -9.1 9.1 9.1 8.4 8.4 -8.4 -8.4 -9.1 -9.1 16.1 9.1 9.1 25.2 14.2 22.1 21.3 12.6 9.1 9.1 10.1 16.1 16.1 21.6 27.4

d 26.2

-10.0

Reinf

26.1 30.1 21.4 33.50214 36.44933 24.35831 21.4

0.87 -1.15 0.87

-0.856705628 0.714090699

Stiffeners Column Column edge Stiffener

-1.024569562

0.61

0.00

-1.64 0.61

0.00 0.00

-1.15 -1.15 -1.15 0.87 -1.15 0.87 -1.15 0.87

17.95 18.11 17.95 0.00 23.95 0.00 33.11 0.00

Width

11.85533 16.38579

Beam Beam edge Stiffener

-0.676968684

1.24

-16.89

-0.80 1.24

0.00 0.00

0.0 0.0 0 0.0 0.0

Centroid of vertical Centroid of horizontal Centerline at col flange Centerline at beam flange

6.9 14.4 6.9 10.4

13.1 9.1 5.9 9.1

Point of buckling restraint Vert gusset dimension

10.4

9.1 6.0 7.0

Horiz gusset dimension

13.0 14.0

Recommended seed dimensions W 12.1

12.1 Angle

L/2 7 9 16

d/2 3

1 0.00 0 0.00 0.00 0.00 0.00 24.4 25.42472 10.1 9.1 7.701015 7.701015 10.27462 7.642536 10.27462 14.20102 6.816316 14.20102 0 0.0 0 0.0 0 0.0 0.0

0.00 0.00 0.00 0.00 0.00 28.1 6.9 7.9 8.885787

Length

Width

26.6 22.1 21.5 32.02268 28.62208 18.14319 21.5

x

y

Width at brace end

eccentricity 5.38 2.56

L 12.36

Hinge

Hinge 2.50

m at col flange + hinge Perpendicular at beam flange + hinge Perpendicular Max Hinge end Brace end

0.9 -1.15385 0.9 -1.15385 -1.15385 -1.15385

c

x 8.0 33.13 -8.0 43.55 43.55 33.63

4.00

y 12.5

18.8

25.50

14.13

21.55

18.68

b/2 2

W top

col side beam side Brace top Gusset top (Column side) Gusset at col. Gusset top (beam side) Gusset at beam

0.6

12.9

1.3

-17.8

0.5 30.5 0.9 51.4

17.61 25.50 29.87 27.25 6.85 32.49 21.44

23.23 14.13 25.89 28.91 16.90 22.86 9.05

8.00 Slope of gusset w/respect to bra 0.184234 Angle 0.18 7.9 0.53 14.6 0.90

50.00

40.00

25.5, 27.4

30.00

26.1, 26.6 30.1, 22.1

15.9, 21.6 20.00

30.7, 21.3 6.9, 16.1 23.7, 12.6

10.00

6.9, 10.1 7.9, 9.1 20.9, 9.1

0.00, 0.00 0.00, 0.00 0.00 0.00, 0.00 0.00.00, 0.00

-10.00

-20.00

10.0

20.0

30.0

40.0

d/2-b/2 0.75

Dimensions Gusset height 18.3 Gusset length 23.9 Stiffener length 0 0 Beam 0 Column

in. in. in.

Diagonal Width Length

14.5 25.4

in. in.

Beam

Width at brace end 14.45885

Width at gusset end 8

to brace end

Column to brace end Max

Point 1 Point 2

Gusset edge Column x 6.85 15.95

26.61 Column Stiffener 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 Beam Stiffener 0.0 0.0 0 0.0 0.00 0.0 0.00 0.0 0.00 0.0

0

0

L=

10.64

DCR

0.40

50.00

40.00

Total 6.50

30.00

20.00

ope of gusset w/respect to brace axis

10.00 30.48 51.35

0.00 -20.0

-10.0

0.0

-10.00

-20.00

10.0

50.0

Gusset edge Column y 16.05 21.58

Beam x y 20.85 9.05 23.72 12.62 4.57 0.17

10.0

20.0

30.0

40.0

50.0

Tu =

488 kip

L=

T

186 in. PE

Pinelastic

Pu

Pu/Tu

327

262

262

54%

Ricker ecol 5.38 Tcol 157 Tbm 331

ebm 2.56 Vcol 103 Vbm 217

sum 7.93 Hcol 119 Hbm 250

Vcol

Mcol

103

Hcol 164

217

Hbm 205

Mbm 120

eb 9.05

`a 8.00

-529

UFM

Vbm

ec 6.85 q 49.1

deg

=

K 3.59 T/r 23.95

r 20.38

33

`b 4.50

0.857 rad K` 23.45

D 4.49

a

b 8.55

4.30

Vcol 103 Vbm

Hcol 164 Hbm

217

205

M 0

C Vcol 55 Vbm

Hcol 88 Hbm

116

110

Tu =

488 kip

Weld A

LA =

11.0 in.

Brace Shear Rupture

LA =

10.3 in.

Brace Shear Yield

LA =

10.06 in. 11 in. 11

Max. Lw = Parameters from Input Sheet H= B= Ag = BM =

Brace Material

bs =

slot width

11

in 6 in

6 in 2 7.58 in

tdes =

0.349 in

Fu(reinf) =

50

tg =

1.25 in

Ry(reinf) =

1.1

treinf =

0.375 in

Omax =

2

A500 Square & Rectangular Grade B 1.375 in

Brace xbar = U= Anet = Ae = Reinforcement bcalc = breinf = Areinf = x=

1.63 in 0.85 2 6.62 in 2 5.64 in

4.5 in

Pr(reinf) = L (ea. End) = Lreinf =

=#NAME? 1 - (xbar / Lw) [Eqn. 2] =#NAME? Ag - 2tdesbs [Eqn. 3] =#NAME? UAnet [Eqn. 4]

#NAME? = ceiling([0.93Ag / U - Anet ] / treinf , 1 / 4)

4.50 in 2 3.38 in

Provided by user

2.56 in.

=#NAME? B / 2 + treinf / 2 - tg / 2

Reinforced Section Atot = 10.00 x= 1.94 U= 0.82 Ae = 8.23 A/ Ae 0.92 wreinf =

=#NAME? if(BM= A500 Square & Rectangular Grade , [B 2 + 2HB] / [4{H + B}] - t

=#NAME? 2breinf treinf

=#NAME? Areinf + Anet

[Eqn. 6] [Eqn. 7]

[Eqn. 8]

=#NAME? (Areinf x + xbarAnet ) / Atot =#NAME? 1 - (x / Lw) [Eqn. 10] =#NAME? UAtot [Eqn. 11]

[Eqn. 9]

0.3125 = #NAME? if(treinf >0.25 , t reinf - 1 / 16 , t reinf ) 92.8 =#NAME? Fu(reinf )Ry (reinf )Areinf / 2

[Eqn. 12]

[Eqn. 13]

6.67 = #NAME? Pr(reinf ) / (2 · 0.75 · 0.6FEwreinf · 0.707) 16 =#NAME? ceiling(2L [ea. End] + Omax , 1)

[Eqn. 15]

[Eqn. 14]

[Eqn. 5]

fRn Weld A Brace Shear Rupture Brace Shear Yield

ksi Maximum overslot, in

e , [B 2 + 2HB] / [4{H + B}] - t g / 2 , H / p)

[Eqn. 1]

Tu/fRn 490

1.00

521

0.94

534

0.91

Tu =

488 kip

Block Shear Anv 27 1/2

Angle

Ubs 1

fRn 1044

Tu/fRn 0.47

Whitmore 9.4 wef 11.73

w1 5.86 14.59 fRn 475

w2 6.00 15.25 Tu/fRn 1.03

KL 14.84

r 0.36

A 14.66

I 1.91

0.877PE 2176

Pinelastic 483

Pn 483

Pu/fPn 0.60

Ant 7.5

Tension Yield w1 w2 5.86 6.00 14.59 15.25 W e 11.86 0.07 Buckling K 1.20 PE 2482

Ricker Gusset at column Yield

A 8.75

Tension rupture Shear rupture Column weld Ru q 1.01 242 Gusset at beam Yield

Rn 438

A 17.5

Tension rupture Shear rupture Beam weld Ru q 0.81 373

Rn 894

Chosen Gusset at column Yield

A 8.75

Tension rupture Shear rupture 0.00 Ru q 185.33

svm 27.69

Rn 297.63

Ru/fRn 0.85 0.43 0.45

0.74

svm 23.76

Ru/fRn 0.73 0.28 0.45

0.56

svm 29.76

Ru/fRn 0.92 0.43 0.45

0.83

t rec. 1.26 1 1/4

w rec 12.05

UFM Gusset at column Yield M 33 Tension rupture Shear rupture Column weld q S 1.09 12.00 Gusset at beam Yield M 120 Tension rupture Shear rupture Beam weld q S 0.93 56.33

Gusset at beam Yield

A 17.5

Tension rupture Shear rupture Gusset at beam Ru q 245.54

Rn 534.31

svm 25.01

Ru/fRn 0.77 0.28 0.45

0.61

Tu =

488 kip

w/2 6.03

P 164

V 103

Z

A 11.25

8.75

svm 29.76

2.00 ft 16.43

P 217

fv 8.58

V 205

ru 23

Z

rn 37

A 52.81

17.5

2.00 ft 10.46

fv 7.88

ru 16

rn 36

svm 25.01

Ru/fRn 0.92 0.43 0.45

Ru/fRn 0.92 0.43 0.45

0.83

0.83

Ru/fRn 0.77 0.28 0.45

Ru/fRn 0.77 0.28 0.45

0.61

0.61

Column Web yielding k N 2 6 Web crippling tf d 13.7 1.4 Rn Rn e>d/2 e