Att 14-Dental Final Support Doc 6 of 8.pdf

SCBF Connection Design BF11 Bottom

Determine Brace Forces

Maximum compression force from brace (PCompression) is the minimum of PYielding and PBuckling:

Lbrace = 102 in. KLBrace/r = 91.9 LWP-WP = 12.5 ft LOFFSET = 2.0 ft

Fe = 33.9 ksi K = 1.0 Fe = π E / (KLBrace/r)

Fcre = 29.1 ksi Fcre = [0.658^(RyFY-Brace/Fe)]RyFY-Brace

PYielding = 158.6 k PYielding = RyFY-BraceAbr

PBuckling = 81.0 k <--Governs PBuckling = 1.14FcreAbr

Maximum tension force from brace (PTension):

PTension = 158.6 k PTension = RyFY-BraceAbr

Design Brace Connection to Gusset Design Brace Weld to Gusset (Assumes 70-ksi Weld Electrode):

Rt = 1.2 (AISC 341 Table A3.1)

Llap-min = 4.74 in. (Based on Brace Shear Rupture) Llap-min = Pu / φ(0.60)RtFu-Brace(4tdes) tweld (s1) = 0.2500 in. D = 4 φ = 0.75

Lweld-min = 8.12 in. (Based on Weld Strength) Lweld-min = Pu /4(1.392)D + 1"

Use Lweld (L1) = 10.00 in. Min length of weld @ 4 places OK

Check Gusset Plate Block Shear Rupture;

Ubs = 1.0 (AISC 360 Table D3.1) φRn = φ[0.60Fy(2)L1tPLATE + UbsFuDbracetPLATE] φRn = 337.5 k > Ru = 158.6k φ = 0.75

Check Gusset Width and Thickness

Tensile Yielding Limit State:

WWhitmore = 14.55 in. (Maximum permitted width) WWhitmore = Dbrace + 2L1tan(30°)

Wef = 9.65 in. (Effective width based on geometry and limited to WWhitmore)

Pu = 158.6 k φPn = 325.6 k > Pu = 158.6k φPn = φFyWeftPLATE φ = 0.90

Gusset Plate Buckling on the Whitmore Section:

LGusset = Lu = 20.00 in.

KLu/r = 55.43 K = 0.60 r = tPlate / √(12)

Fe = 93.2 ksi Fe = π E / (KLu/r)

Fcr = 39.9 ksi Per AISC 360 Section E3, Limit to Fy φPn = 260.1 k > 1.1Pmax = 89.1k φPn = φFcrWeftPLATE , φ = 0.90

Gusset Plate Edge Stability Calculations Per AISC 341, gusset plate edge stiffeners are not recommended unless the gusset plate free edge is prone to buckling.

Le = Maximum permitted unsupported gusset edge length without stiffeners

Le = 13.55 in. Le = tplate0.75√(E/Fy) dtop = 27.86 in. STIFFENER PLATE REQUIRED dbottom = 10.08 in. OK Provide Gusset Stiffeners as Noted

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05.5.29

Check Brace Effective Net Area and Design Reinforcing Where Required SO = 0.125 in. (1/16" slot oversize on each side)

B = 3.00 in.

H = 3.00 in.

tdes = 0.250 in.

Unreinforced Brace Area:

Ag = 2.44 in

Aslot = 0.22 in

Aslot = (tPLATE + SO) tdes

An = 2.00 in

An = Ag - 2Aslot xbar = 1.13 in. HSS xbar = (B + 2BH) / 4(B + H) ; Round HSS/Pipe xbar = D/π

U = 0.89 (U = 1.0 for Round HSS/Pipe with L1 ≥ 1.3OD) U = 1 - xbar/L1 (AISC 360 Table D3.1)

Ae = 1.78 in

Ae =UAn

Ae < Ag therefore brace reinforcing required per AISC 341 Section F2.5b(3)

Reinforcing Plate Properties: Reinforcing Plate? Yes

Plate Material = ASTM A572 Grade 50

FU-PL = 65 ksi

FY-PL = 50 ksi ≥ Brace Yield Strength = 50 ksi - OK

Ry-PL = 1.1 (AISC 341 Table A3.1)

LPL = 12.00 in. (2 x brace width [H or OD], minimum) bPL = 4.84 in. Typical for HSS: (H-1.75") & for Round HSS/Pipe: (π/2*R) tPL = 0.375 in.

Reinforced Brace Properties:

Arn = 1.81 in (Per side) Arn = bPLtPL

Atotal = 5.63 in

Atotal = An + 2Arn xbar = 1.49 in. xbar = ΣA / ΣxbarA

U = 0.85 (U = 1.0 for Round HSS/Pipe with L1 ≥ 1.3OD) U = 1 - xbar/L1 (AISC 360 Table D3.1)

Ae = 4.79 > Ag = 2.4 in2 OK Ae = UAtotal xbar A xbarA

[in] [in ] [in

HSS xbar = (B + 2BH) / 4(B + H) ; Round HSS/Pipe xbar = D/π 1.125 1.001 1.126

HSS xbar = B/2 + tPL/2 ; Round HSS/Pipe xbar = (OD+tPL/2)sin(π/4)/(π/4) 1.688 1.814 3.061

(Round HSS/Pipe assumes π/2 plate width) Σ 2.815 4.188

Design Reinforcing Plate Welds (Assumes 70-ksi Weld Electrode):

Ru = 99.8 k Ru = Ry-PLFY-PLArn tWELD (sW) = 0.3125 in. D = 5 (Assumes fillet weld)

LWELD = 14.84 in. LWELD = LPL + bPL -2" φRn = 103.3 k > Ru = 99.8 k OK φRn = 1.392LWELDD

Check brace wall for shear rupture from reinforcing plate weld tdes-req'd = 0.249 in. < 0.25 in. OK tdes-req'd =(0.6FEXX)tweld0.707 / 0.6FU-Brace

Part

Half of Brace

Reinforcing Plate

H

B

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05.5.30

Design Gusset Connection to Beam and Column

Determine Forces at Gusset Interfaces: Pu = PTension α = 13.13 in. α = (a-Whole)/2 + Whole β = 7.13 in. β = (b-Whole)/2 + Whole

Vub = 85.7 k Vub = [eb(sin(θ)(eb + β)-cos(θ)ec) / α(eb + β)]Pu

Vuc = -12.9 k Vuc = Pucos(θ) - Vub

Hub = 139.7 k Hub = Pusin(θ) - Huc

Huc = 1.2 k Huc =[cos(θ)ec/(eb + β)]Pu

Check Shear Yielding Strength of Gusset at Beam φVn = 489.4 k > Hub = 139.7 k OK φVn = φ(0.60)FytPLATE(a-Whole) φ = 1.00

Check Tensile Yielding Strength of Gusset at Beam φNn = 734.1 k > Vub = 85.7 k OK φNn = φFytPLATE(a-Whole) φ = 0.90

Check Gusset Interaction at Beam

DCR = 0.02 OK DCR = (Vub/φNn) + (Hub/φVn)

Gusset to Beam Weld (Assumes 70-ksi Weld Electrode) tweld (s2) = 0.3125 in. D = 5

FWD = 1.25 (Weld Ductility Factor - Used to Increase Demands for Weld Stress Checks)

Ru = 204.9 k Ru = √(Vub + Hub

) FWD

θ = 31.5 Degrees θ = tan -1

(Vub / Hub)

FWSI = 1.19 Weld Strength Increase = 1.0 + 0.50sin 1.5 θ φRn = 343.4 k φRn = 2(1.392)FWSI(a-Whole-1")D (2-Sided Fillet Weld)

DCR = 0.60 OK φRn = φtPLATEFy(a-Whole-1") (CJP Weld) φ = 0.75

Check Beam Web Local Yielding

Force is applied at a distance less than the beam depth from the beam end kfactor,b = 2.5 Per AISC 360 Section J10.2 φRn = 416.9 k > Vub = 85.7 k OK φRn = φFY-BMtwb (kfactor,bkdes,b + a-Whole) φ = 1.0

Check Beam Web Local Crippling

Web local crippling is a compression limit state so Vub is scaled to the PCompression load

Ru = 43.8 k Ru = Vub

(PCompression / PTension)

Force is applied at a distance greater than half the beam depth from the beam end φRn = 322.9 k > Ru = 43.8 k OK Per AISC 360 Section J10.3

Check Shear Yielding Strength of Gusset at Column φVn = 219.4 k > Vuc = -12.9 k OK φVn = φ(0.60)FytPLATE(b-Whole) φ = 1.00

Check Tensile Yielding Strength of Gusset at Column φNn = 329.1 k > Huc = 1.2 k OK φNn = φFytPLATE(b-Whole) φ = 0.90

Check Gusset Interaction at Column

DCR = 0.00 OK DCR = (Huc/φNn) + (Vuc/φVn)

Gusset to Column Weld (Assumes 70-ksi Weld Electrode) tweld (s3) = 0.3125 in. D = 5

FWD = 1.25 (Weld Ductility Factor - Used to Increase Demands for Weld Stress Checks)

Ru = 16.3 k Ru = √(Vuc + Huc

) FWD

θ = 5.4 Degrees θ = tan -1

(Huc / Vuc)

FWSI = 1.01 Weld Strength Increase = 1.0 + 0.50sin 1.5 θ φRn = 123.6 k φRn = 2(1.392)FWSI(b-Whole-1")D (2-Sided Fillet Weld)

DCR = 0.13 OK φRn = φtPLATEFy(b-Whole-1") (CJP Weld) φ = 0.75

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05.5.31

Check Column Web Local Yielding - NOT APPLICABLE FOR WEAK WAY COLUMN

Force is applied at a distance greater than the column depth from the column end kfactor = 5 Per AISC 360 Section J10.2 φRn = 433.5 k > Huc = 1.2 k OK φRn = φFY-COLtwc (kfactor,ckdes,c + b-Whole) φ = 1.0

Check Column Web Local Crippling - NOT APPLICABLE FOR WEAK WAY COLUMN

Web local crippling is a compression limit state so Huc is scaled to the PCompression load

Ru = 0.6 k Ru = Huc

(PCompression / PTension)

Force is applied at a distance greater than half the column depth from the column end φRn = 472.6 k > Ru = 0.6 k OK φRn = φ0.8twc [1 + 3(b-Whole)/dCOL(twc/tfc)

1.5 ]√(EFY-COLtfc/twc) φ = 0.75

Check Column Web Rupture Per AISC Manual Eq. (9-2) tweld (s3)= 0.3125 in. (Gusset to Column)

FU-COL = 65 ksi (Assumes 70-ksi Weld Electrode) twc-req'd = 0.24 in. < twc = 0.5 in OK tPL-req'd =0.6FEXXtweld0.707 / 0.6FU-PL

Determine Minimum Gusset Plate Thickness for Weld Sizes Check not required for CJP welds (Assumes 70 ksi weld electrode) tweld (s3)= 0.3125 in. (Gusset to Column) tweld (s2)= 0.3125 in. (Gusset to Beam) tweld (s1)= 0.2500 in. (Gusset to Brace) tPL-req'd = 0.476 in. < 0.75 in. OK tPL-req'd =2(0.6FEXX)tweld0.707 / 0.6FU-PL

Design Beam to Column Connection Requirements of AISC 341 Section F2.6b met using option (b)

Zb = 82.3 in

Ryb = 1.1 (AISC 341 Table A3.1)

1.1Mbe = 4979 k-in 1.1Mbe = 1.1RybFY-BMZb

Column Above and Below? No

Zc = 44.8 in

Ryc = 1.1 (AISC 341 Table A3.1)

1.1ΣMce = 2710 k-in --> Controls 1.1Mce = 1.1RycFY-COLZc (Double when col above and below)

Determine required connection width to develop controlling flexural strength per AISC 341 F2.6b(b):

· When expected flexural strength of beam controls, required width equals beam flange width

· When expected flexural strength of moment controls, required width equals beam flange multiplied by 1.1ΣMce/1.1Mbe

Widthreq = 3.83 in. (Minimum required width)

Widthprovided = 12.59 in. OK Widthprovided = min(bfc,bfb) - Strong Way

Widthprovided = min(dCOL-2tfc,bfb) - Weak Way

CJP Weld Provided at All Continuity Plate to Column Connections

Welds are at least as strong as contact area of continuity plate and flange, which meets the requirements for OMF connections

Continuity plate welds exceed the requirements of AISC 341-16

Check Typical Continuity Plate Strengths

Column Web Local Yielding Strength φRn = 199.3 k <-- Governs φRn = φFY-COLtwc (5kdes,c + tbf) φ = 1.0

Column Web Local Crippling Strength φRn = 256.6 k φRn = φ0.8twc [1 + 3tbf/dCOL(twc/tfc)

1.5 ]√(EFY-COLtfc/twc) φ = 0.75

Column Flange Local Bending Strength φRn = 205.6 k φRn = φ6.25FY-COLtfc φ = 0.90

Required Strength of Beam Flange at Connection

Ru,flange = 131.0 k Ru,flange = 1.1RybFY-BMtbfWidthreq

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05.5.32

Check Continuity Plate Size and Welds

Ru,cp = -68.3 k Ru,cp = Ru,flange - φRn tcp = 0.565 in.

bcp = 12.590 in.

Fy,cp = 50 ksi φRn = 320.1 k (Plate Tensile Yielding) φRn = φFy,cptcpbcp

DCR = -0.21 OK φ = 0.90

Check Beam Web Shear at Beam to Column Connection

Is brace on top or bottom of beam? Bottom

Is there a brace on the top of the beam? No

VD = 10.0 k

VL = 10.0 k

SDS = 1.22 g Case I is bottom brace in tension and top brace in compression.

Load Case: Case I Case II Case II is bottom brace in compression and top brace in tension.

Vub = 85.7 k -43.8 k

Vemh = 85.7 k -43.8 k Vemh =ΣVub from above and below

Vu = 105.1 k -24.3 k Vu =(1.2+0.2SDS)VD + 0.5VL + Vemh dconn = 12.5 k dconn = dBEAM - 2(tfb+1.25") φVn,beam = 129.1 k φVn = φ(0.60)Fy-Bmtwbdconn φ = 1.0 φVn,beam = 125.8 k <--Governs φVn = φ(0.60)Fu-Bmtwbdconn φ = 0.75

DCR = 0.84 0.19 OK

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Check Gusset Welds at Beam and Column per AISC 341 Section F2.6c.4 Welds are checked to comply with Section F2.6c.4 following the guidance in "Establishing and Developing the Weak-Axis Strength of

Plates Subjected to Applied Loads" by Carter, Muir, and Dowswell (AISC Engineering Journal, Third Quarter, 2016)

Determine Forces at Gusset Interfaces:

Vub = 43.8 k

Vuc = -6.6 k

Hub = 71.4 k

Huc = 0.6 k

Plate and Weld Properties and Modifiers:

Ry = 1.1

FWD = 1.00 (Weld Ductility Factor - Used to Increase Demands for Weld Stress Checks)

Gusset to Beam Weld (Assumes 70-ksi Weld Electrode) tweld (s2) = 0.3125 in. D = 5

Lb = 20.75 in.

ΦRyPy = 770.3 k

ΦRyVp = 513.6 k

P' = 0.057

V' = 0.139

Muy max = 144 k-in fuv = 1.72 ksi fup = 1.05 ksi fumy = 7.65 ksi fu = 8.88 ksi θ = 78.8 Degrees θ = tan -1

((fup + fumy) / fuv)

FWSI = 1.49 Weld Strength Increase = 1.0 + 0.50sin 1.5 θ

Dmin = 4.29

DCR = 0.86 OK

Gusset to Column Weld (Assumes 70-ksi Weld Electrode) tweld (s3) = 0.3125 in. D = 5

Lc = 8.75 in.

ΦRyPy = 324.8 k

ΦRyVp = 216.6 k

P' = 0.002

V' = -0.031

Muy max = 61 k-in fuv = -0.38 ksi fup = 0.04 ksi fumy = 7.68 ksi fu = 7.73 ksi θ = 87.2 Degrees θ = tan -1

((fup + fumy) / fuv)

FWSI = 1.50 Weld Strength Increase = 1.0 + 0.50sin 1.5 θ

Dmin = 3.70

DCR = 0.74 OK

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05.5.34

OCBF Connection Design (See INFO sheet for further explanation) BF11 Top 2006 IBC - LRFD - Reference - 2000 Seismic Design Manual Brace Type: Type I

UNIFORM FORCE METHOD-MODIFIED

Brace Shape: HSS PBrace = 44.9 k (1.0E) Pbrace-DL = 0.6 k

Brace: Material: Pbrace-LL = 0.5 k

FY-Brace = 46 ksi FU-Brace = 58 ksi Ry = 1.4 (Table I-6-1) SDS = 1.22

Ωo = 2.0 Demand =

Gusset Plate Material Pu =(1.2+0.2SDS)D+ΩoQE+L = 91.2 k ASCE 7 (12.4.3.2)

Fy = 50 ksi Fu = 65 ksi Pu =RyFY-BRACEAbr = NA

Gusset Plate Geometry Gusset Flare Angle (Top) = 38.7 deg

Q = 62.4 deg Gusset Flare Angle (Bott) = 75.4 deg γ = 27.6 deg

Whole = 1.50 in. (Clip Dimension) acenter = 51.67 in.

a (L4)= 28.00 in.

a = a/2 = 14.00 in.

b (L5)= 14.00 in.

b = b/2 = 7.00 in.

r = 22.70 in.

LU = 20.00 in.

L (L1)= 10.00 in.

tPLATE = 0.750 in.

Column Offset = 1.00 in. (min)

Beam Offset = 1.00 in. (min)

Detail Modifications

Is gusset plate No welded to 2 sides of the column?

Concrete Slab? No

Column

1. Choose Type of Member: HSS

2. Specify HSS Member: HSS6X6X1/2 dCOLUMN = 6.00 in.

ec = 3.00 in. Detail Elevation

Weak

Beam

1. Choose Type of Member: WF Summary

Gusset Plate: OK Brace Weld: OK

2. Specify WF Member: W16X45 Gusset Plate Welds: OK Brace Net Section: OK dBEAM = 16.10 in. Column: OK Plate/Weld Rupture: OK eb = 8.05 in. Beam: OK Bm/Col Conn: OK

HSS3X3X1/4 ASTM A500 Grade C

Overstrength Force

Lu

L a b ec eb

Θ

( ) ( )22 bc eer +++= βα

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05.5.35

Gusset Plate Forces

Vub = 41.6 k

Vuc = 0.5 k

Hub = 72.4 k

Huc = 8.4 k

Check vertical section of gusset plate

Pu = 8.5 k φPn = 472.5 k OK

Check horizontal section of gusset plate φ = 0.90

Pu = 132.2 k φPn = 945.0 k OK

Check Column Web for Yielding φ = 0.90

Ru = 8.4 k Ru = Huc

FY-COL = 46 ksi φRn = 598.9 k > Ru = 8.4k φ = 1.00

Check Column Web for Crippling at Maximum Compression Force

Maximum compression force from brace is the minimum Pmax:

Lbrace = 144 in. Kl/r = 129.7

Fe = 17.0 ksi

Fcr = 14.9 ksi

Pmax-1 = 50.9 k

Pmax-2 = 32.2 k <--Governs

Pmax-3 = 41.7 k

Ru = 1.7 k φRn = 4795.0 k > Ru = 1.7k

Check Beam Web for Yielding φ = 0.75

FY-BM = 50 ksi

Ru = 41.6 k Ru = Vub φRn = 590.8 k > Ru = 41.6k φ = 1.00

Check Beam Web for Crippling

Ru = 8.5 k d = 16.10 in.

tw = 0.345 in.

tf = 0.565 in.

φRn = 384.0 k > Ru = 8.5k φ = 0.75

Check Weld of Gusset to Column (2 sided Fillet Weld or CJP)

Note: If gusset plate is welded to each side of tube column, Lweld is multiplied by 2

Lweld = 14.0 in.

fx = 0.3 ksi fy = 0.0 ksi fr = 0.3 ksi tweld-req'd = 0.0189 in. 1.4 factor to enhance ductility of the weld tweld (s5)= 0.3125 in. Weld OK

3max

2max

1max

658.0

L

EI

P

AFRP

AFRP

bryy Fe

RyFy brcry π= w fy f w w bryy ucu t tEF t t d b tRn

AFR

P

HR

max

318.0φφ

( ) wyn tFkaR 5+= φφ bryy ubu

AFR

P VR max= w fy f w wn t tEF t t d a tR

318.0φφ

( ) wyn tFkbR 5+= φφ yn ucucu btFP

VHP

φφ = += 22 yn ububu atFP

HVP

φφ = += 22

( )weld uc y weld uc x l

V f l

H f

707.706.75.

4.1 ksix f t fff r dreqweld yxr

( ) u b cbb ub P e eee V βα θβθ cossin ubuuc VPV −= θcos

( ) u b c uc P e e H β θcos ucuub HPH −= θsin

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05.5.36

Check Weld of Gusset to Beam

Lweld = 28.0 in.

fx = 1.3 ksi fy = 0.7 ksi fr = 1.5 ksi

1.4 factor to enhance ductility of the weld tweld-req'd = 0.0938 in.

tweld (s4)= 0.3125 in. Weld OK

Gusset Plate Weld to Brace tweld (s1)= 0.2500 in.

Fweld = 70 ksi

Lreq'd = 5.09 in. at 4 locations (1" extra included for weld start/stop)

Use Lweld (L1)= 10.00 in. min of weld @ 4 places OK

Gusset Plate Edge Stability

Le = maximum unsupported edge length without a stiffener plate

Le < 13.55 in.

dtop = 25.07 in. STIFFENER PLATE REQUIRED dbottom = 0.00 in. OK

Gusset Plate Compression Strength (AISC 360-E3)

K = 1.2 rPLATE = 0.217 in.

110.9

Fe = 23.3 ksi

Fcr = 20.36 φPn = 199.9 k > Pmax = 32.2k OK

Gusset Plate Tear-out

Rt = 1.0 φRn = 447.2 k > Pu = 91.2k φ = 0.75

Brace Tear-out φ = 0.90

FY-BRACE = 46 ksi φRn = 347.8 k > Pu = 91.2k

Weld/Gusset Plate Rupture (Check not required for CJP welds)

Gusset to Column, tweld (s5)= 0.3125 in.

Gusset to Beam, tweld (s4)= 0.3125 in.

Gusset to Brace, tweld (s1)= 0.2500 in.

Minimum Gusset plate thickness for weld size:

tPL-req'd = 0.476 in. < 0.75 in. OK y

PLATEe F

E tL 75.0≤

BRACEY

vn

FF

FAR

4.1

6.0φφ dtop = top edge of plate dbot = bottom edge of plate

( )weld ub y weld ub x l

V f l

H f

707.706.75.

4.1 ksix f t fff r dreqweld yxr

26.075.04 weldweld

DREQ

tF

Pu L

PLATE

U r

KL

PLATE

PLATE

t r =

( )FuARFAR ttyvn += 6.0φφ

PLU

weldEXX dreqPL F xtF t

6.0

26.02

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Check Net Section Rupture of HSS @ Gusset Plate

Reinforcing Plate? No

PL Material = ASTM A572 Grade 50

FU-PL = 65 ksi

FY-PL = 50 ksi

Ry-PL = 1.1

LPL = 6.00 (2 x brace width [H], minimum) bPL = 1.25 in. (H-1.75") tPL = 0.000 in.

Oversize in slot = 0.125 in.

B = 3.00 in.

H = 3.00 in.

tDESIGN = 0.250 in.

Ag = 2.44 in

Aslot = 0.22 in

An = 2.00 in xbar = 1.13 in.

U = 0.89

Ae = 1.78 in φPn = 103.1 k > Pu = 91.2 OK tWELD (sW) = #N/A

LWELD = 7.25 in.

φRn = 0.0 k

B

H H

B

PLyPLYPLPLu RFtbR −−=

2 PL

PLweld

L bL

( ) weldweldn LtksiR

2706.075.0φ

PLPLslotgn tbAAA 22 +−= ( ) DESIGNPLGUSSETslot tSlottA += − ne UAA =

90.01 ≤−= L

X U eun AFP 0.1=φ

( )HB

BHB

X

Rectangular HSS:

Round HSS & Pipe: π

DX =

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BEAM / COLUMN DESIGN

Column: HSS6X6X1/2

Beam: W16X45

VDL = 20.0 k

VLL = 20.0 k f1 = 0.5

Vub = 41.6 k (From Conn. Design)

Vu = 1.2VDL+f1VLL+Vub = 75.6 k

PE = 35.0 k (drag force QE)

Ωo = 2.2

PU = ΩoPE = 77.0 k

Shear Plate Design

FY-PL = 50 ksi FU-PL = 65 ksi hPL = 11.10 in. ( 'T'beam - 2.5") wPL = 4.25 in.

tPL = 0.625 in.

Shear Plate Yielding φ = 0.90 φVn = 187.3 k > Vu = 75.6 k > Vu = 75.6 k, OK

Horizontal Yielding φPn = φ(tPLhPL)FY-PL φ = 0.90 φPn = 312.2 k > Pu = 77 k, OK

Horizontal Rupture φPn = φ[hPL - n(d + .125)]tPLFU-PL φ = 0.75 n = 2 (# of bolt holes) φPn = 269.6 k > Pu = 77 k, OK d = 1.00 in. (diameter of bolt)

Plate to Column Weld

Welds on both sides of column? Yes

C1 = 1.0 (E70XX Electrode-AISC 360 Table 8-3) ex = 6.00 in.

a = 0.54 in. (Note: Use k=0)

C = 2.75 (AISC 360 Table 8-4, Angle = 0.0 deg) tweld (s2) = 0.4375 in.

φ = 0.75 φRn = 226.3 k > Vu = 75.6 k, OK

Shear Plate to Beam Weld φ = 0.75

FEXX = 70 ksi tweld (s1) = 0.500 in.

RU = 107.9 k φRn = 218.3 k > Ru = 107.9 k, OK

( ) PLPLPLY htFVn −= 6.0φφ

( ) PLweldn htCCR φφ

( ) ( )PLPLweldEXXn hwtFR +

= 2

6.0φφ wPL

's1' h P

L

's2'

Vu ex

Pu

UUU PVR +=

(multiply φRn by 2 where welds occur on both sides of HSS column.

Adjust ex by adding dcol/2 for this condition)

Bm_Col Conn Top BF11 / 05-OCBF Bm-Col Conn Design_AISC 341-05_v01.xlsm 5 of 6

05.5.39

SUMMARY

Brace Gusset Plate

HSS3X3X1/4 tPL = 0.750 in.

a = L4 = 28.00 in.

Edge Plate tWELD-BEAM = s5 = 0.3125 in.

top = Yes b = L5 = 14.00 in.

bottom = No tWELD-COLUMN = s4 = 0.3125 in.

lWELD-GUSSET = L1 = 10.00 in.

tWELD-GUSSET = s1 = 0.2500 in.

LPL = 6.00 in.

bPL = 1.25 in. Beam to Column Connection tPL = 0.000 in. shear tab 't' = 0.625 in.

tweld = #N/A s1 = 0.5000 in.

s2 = 0.4375 in.

Bm_Col Conn Top BF11 / 05-OCBF Bm-Col Conn Design_AISC 341-05_v01.xlsm 6 of 6

05.5.40

SCBF Chevron Connection Design BF1 AISC 360-16 & AISC 341-16 - LRFD Brace Type: Type II

FORCE DISTRIBUTION PER AISC 341

Brace Shape: HSS

Brace: Ry = 1.3 (AISC 341 Table A3.1)

FY-Brace = 50 ksi Pu = PTension = 266.5 k

FU-Brace = 62 ksi PCompression = 99.2 k

Material: 0.3PCompression = 29.8 k

Gusset Plate Material Beam Properties

Fy = 50 ksi Beam Shape: WF FY-BM = 50 ksi

Fu = 65 ksi Beam: W24X131 dBEAM = 24.50 in.

tw = 0.605 in.

Gusset Plate Geometry tf = 0.960 in.

Q = 39.8 deg L1 = 12.00 in. k = 1.88 in.

γ = 50.2 deg tweld (s1) = 0.3125 in. Gusset Plate Flares

W (L4) = 48.0 in. tweld (s4) = 0.3125 in. Flare Gusset Plate @ Bottom? Yes tPLATE = 0.75 in. Lu = 12.00 in. Flare Height = 5.76 in.

Yield Line Offset = 3.0t Lv = 14.60 in. Flare Width = 15.20 in.

Flare Gusset Plate @ Top? No

Brace Reinforcing Plate Summary: Exterior Gusset Flare Angle = 30.00 deg

LPL bPL tPL tWELD (sW) Interior Gusset Flare Angle = 30.0 deg

13.750 in. 5.40 in. 0.3125 in. 0.2500 in.

Plate Material: ASTM A572 Grade 50

Detail Elevation

Summary Gusset Stiffeners Not Required

Gusset Plate: OK Brace Weld: OK

Gusset Plate Welds: OK Brace Net Section: OK

Beam: OK

HSS4X4X5/16

ASTM A500 Grade C

ASTM A572 Grade 50

Θ Lv

Whitmore

L1

Lu

Chevron Conn Design Bott BF1 / 02-SCBF Chevron Conn Design_AISC 341-16_v03.xlsm 1 of 5

05.5.41

Maximum compression force from brace (PCompression) is the minimum of PYielding and PBuckling:

Lbrace = 162 in. KLBrace/r = 108.7 LWP-WP = 17.5 ft LOFFSET = 2.0 ft

Fe = 24.2 ksi K = 1.0 Fe = π E / (KLBrace/r)

Fcre = 21.2 ksi Fcre = [0.658^(RyFY-Brace/Fe)]RyFY-Brace

PYielding = 266.5 k PYielding = RyFY-BraceAbr

PBuckling = 99.2 k <--Governs PBuckling = 1.14FcreAbr

Maximum tension force from brace (PTension):

PTension = 266.5 k PTension = RyFY-BraceAbr

Design Brace Connection to Gusset

Design Brace Weld to Gusset (Assumes 70-ksi Weld Electrode):

Rt = 1.2 (AISC 341 Table A3.1)

Llap-min = 6.84 in. (Based on Brace Shear Rupture) Llap-min = Pu / φ(0.60)RtFu-Brace(4tdes) tweld (s1) = 0.3125 in. D = 5 φ = 0.75

Lweld-min = 10.57 in. (Based on Weld Strength) Lweld-min = Pu / 4(1.392)D + 1"

Use Lweld (L1) = 12.00 in. Min length of weld @ 4 places OK

Check Gusset Plate Block Shear Rupture;

Ubs = 1.0 (AISC 360 Table D3.1) φRn = φ[0.60Fy(2)L1tPLATE + UbsFuDbracetPLATE] φRn = 405.0 k > Ru = 266.5k φ = 0.75

Check Gusset Width and Thickness Tensile Yielding Limit State:

WWhitmore = 17.86 in. (Maximum permitted width) WWhitmore = Dbrace + 2L1tan(30°)

Wef = 17.86 in. (Effective width based on geometry and limited to WWhitmore)

Pu = 266.5 k φPn = 602.7 k > Pu = 266.5k φPn = φFyWeftPLATE φ = 0.90

Gusset Plate Buckling on the Whitmore Section:

LGusset = LU = 12.00 in.

KLu/r = 36.03 K = 0.65 r = tPlate / √(12)

Fe = 220.5 ksi Fe = π E / (KLu/r)

Fcr = 45.5 ksi Per AISC 360 Section E3, Limit to Fy φPn = 548.1 k > 1.1Pmax = 109.2k φPn = φFcrWeftPLATE , φ = 0.90

Chevron Conn Design Bott BF1 / 02-SCBF Chevron Conn Design_AISC 341-16_v03.xlsm 2 of 5

05.5.42

Check Brace Effective Net Area and Design Reinforcing and Reinforcing Welds SO = 0.125 in. (1/16" slot oversize on each side)

B = 4.00 in.

H = 4.00 in.

tdes = 0.291 in.

Unreinforced Brace Area:

Ag = 4.1 in

Aslot = 0.25 in

Aslot = (tPLATE + SO) tdes

An = 3.59 in

An = Ag - 2Aslot xbar = 1.50 in. HSS xbar = (B + 2BH) / 4(B + H) ; Round HSS/Pipe xbar = D/π

U = 0.88 (U = 1.0 for Round HSS/Pipe with L1 ≥ 1.3OD) U = 1 - xbar/L1 (AISC 360 Table D3.1)

Ae = 3.14 in

Ae =UAn

Ae < Ag therefore brace reinforcing required per AISC 341 Section F2.5b(c)

Reinforcing Plate Properties: Reinforcing Plate? Yes

Plate Material = ASTM A572 Grade 50

FU-PL = 65 ksi

FY-PL = 50 ksi ≥ Brace Yield Strength = 50 ksi - OK

Ry-PL = 1.1 (AISC 341 Table A3.1)

LPL = 13.75 in. (2 x brace width [H or OD], minimum) bPL = 5.40 in. Typical for HSS: (H-1.75") & for Round HSS/Pipe: (π/2*R) tPL = 0.313 in.

Reinforced Brace Properties:

Arn = 1.69 in (Per side) Arn = bPLtPL

Atotal = 6.97 in

Atotal = An + 2Arn xbar = 1.82 in. xbar = ΣA / ΣxbarA

U = 0.85 (U = 1.0 for Round HSS/Pipe with L1 ≥ 1.3OD) U = 1 - xbar/L1 (AISC 360 Table D3.1)

Ae = 5.91 > Ag = 4.1 in2 OK Ae = UAtotal xbar A xbarA

[in] [in ] [in

HSS xbar = (B + 2BH) / 4(B + H) ; Round HSS/Pipe xbar = D/π 1.500 1.795 2.693

HSS xbar = B/2 + tPL/2 ; Round HSS/Pipe xbar = (OD+tPL/2)sin(π/4)/(π/4) 2.156 1.687 3.638

(Round HSS/Pipe assumes π/2 plate width) Σ 3.483 6.331

Design Reinforcing Plate Welds (Assumes 70-ksi Weld Electrode):

Ru = 92.8 k Ru = Ry-PLFY-PLArn tWELD (sW) = 0.2500 in. D = 4 (Assumes fillet weld)

LWELD = 17.15 in. LWELD = LPL + bPL -2" φRn = 95.5 k > Ru = 92.8 k OK φRn = 1.392LWELDD

Check brace wall for shear rupture from reinforcing plate weld tdes-req'd = 0.200 in. < 0.291 in. OK tdes-req'd =(0.6FEXX)tweld0.707 / 0.6FU-Brace

Reinforcing Plate

Part

Half of Brace

H

B

Chevron Conn Design Bott BF1 / 02-SCBF Chevron Conn Design_AISC 341-16_v03.xlsm 3 of 5

05.5.43

Check Section a-a per AISC 341 Fig. 5-28 (Assumes Work Point at Center of Beam) Loading per AISC 341-16 Section F2.3

Load Case: F2.3.(a) F2.3.(b)

P1 = 266.5 k 266.5 k (Tension Brace)

H1 = 170.6 k 170.6 k H1 = sin(θ)P1

V1 = 204.7 k 204.7 k V1 = cos(θ)P1

P2 = -99.2 k -29.8 k (Compression Brace)

H2 = -63.5 k -19.1 k H2 = sin(θ)P2

V2 = -76.3 k -22.9 k V2 = cos(θ)P2

M1 = 2089.7 k-in. 2089.7 k-in. M1 = H1e + V1Δ

M2 = -778.2 k-in. -233.5 k-in. M2 = H2e - V2Δ

N = 128.5 k 181.9 k N = V1 + V2

V = 234.1 k 189.6 k --> 234.1 k Governs V = H1 - H2

M = 2868.0 k-in. 2323.2 k-in. M = M1 - M2

Nu,equiv = Nu = 367.5 k 375.5 k --> 375.5 k Governs Nu = |N| + |4M/L| e = 12.25 in. e = dbeam / 2

Δ = 0.00 in. Δ = 1/2(L2 - L1)

W (L4) = L = 48.00 in. Note: Δ = 0 for Symmetric Gusset

Lv = h = 14.60 in.

Check Shear Yielding Strength of Gusset φVn = 1080.0 k > V = 234.1 k OK φVn = φ(0.60)FytPLATEW φ = 1.0

Check Tensile Yielding Strength of Gusset φNn = 1620.0 k > Nu = 375.5 k OK φNn = φFytPLATEW φ = 0.90

Check Gusset Interaction φMn = 19440.0 k-in. φMn = φFytPLATEW /4

Load Case: F2.3.(a) F2.3.(b) φ = 0.90

DCR = 0.16 0.13 OK DCR = (Mu/φMn) + (Nu/φNn) + (Vu/φVn)

Gusset to Beam Weld (Assumes 70-ksi Weld Electrode) tweld (s4) = 0.3125 in. D = 5

FWD = 1.25 (Weld Ductility Factor - Used to Increase Demands for Weld Stress Checks)

Load Case: F2.3.(a) F2.3.(b)

Ru = 544.7 k 525.8 k Ru = √(Nu,equiv + Vu

) FWD

θ = 57.5 63.2 Degrees θ = tan -1

(Nu,equiv / Vu)

FWSI = 1.39 1.42 Weld Strength Increase = 1.0 + 0.50sin 1.5 θ φRn = 907.6 k 930.1 k φRn = 2(1.392)FWSI(W-1")D (2-Sided Fillet Weld)

DCR = 0.60 0.57 OK φRn = φtPLATEFy(W-1") (CJP Weld) φ = 0.75

Beam Web Local Yielding φRn = 1735.6 k > Nu = 375.5 k OK φRn = φFY-BMtw (5k + W) φ = 1.0

Beam Web Local Crippling φRn = 1312.7 k > Nu = 375.5 k OK φRn = φ0.8tw [1 + 3W/d(tw/tf)

1.5 ]√(EFY-BMtf/tw) φ = 0.75

Gusset Plate Edge Stability Calculations Per AISC 341, gusset plate edge stiffeners are not recommended unless the gusset plate free edge is prone to buckling.

Le = Maximum permitted unsupported gusset edge length without stiffeners

Le = 13.55 in. Le = tplate0.75√(E/Fy) doutside = 1.03 in. OK Gusset Stiffener Plates Not Required

Gusset plate stiffeners are provided between braces at shallow brace conditions per the typical details

Chevron Conn Design Bott BF1 / 02-SCBF Chevron Conn Design_AISC 341-16_v03.xlsm 4 of 5

05.5.44

Check Section b-b per AISC 341 Fig. 5-28 Load Case: F2.3.(a) F2.3.(b)

M 1 = -438.8 k-in. -438.8 k-in. M

1 = 1/8LV1 - 1/4hH1 - 1/2M1

M 2 = 163.4 k-in. 49.0 k-in. M

2 = 1/8LV2 - 1/4hH2 - 1/2M2

N = 53.5 k 75.8 k N

= 1/2(H1 + H2)

V = 21.0 k 17.0 k --> 21 k Governs V

= 1/2(V1 - V2) - 2M/L

M = -275.4 k-in. -389.8 k-in. M

= M

1 + M

N u,equiv = 129.0 k 182.6 k --> 182.6 k Governs N u,equiv = |N

| + |4M

/h|

Check Shear Strength of Gusset φVn = 328.4 k > Vu = 21 k OK φVn = φ(0.60)FytPLATELv φ = 1.0

Check Tensile Yielding of Gusset φNn = 492.6 k > Nu = 182.6 k OK φNn = φFytPLATELv φ = 0.90

Gusset Welds at Beam per AISC 341 Section F2.6c.4

Check Beam Web Shear at Centerline of Connection

Is gusset on top or bottom of beam? Bottom

Is there a gusset on the top of the beam? No

Load Case: F2.3.(a) F2.3.(b)

Vbeam = 183.7 k 187.7 k

Cv = 1.00 φVn,beam = 444.7 k

DCR = 0.41 0.42 OK

AISC 341 Section F2.6c.4 requires that welds have the available strength to resist gusset-plate edge forces corresponding to the expected brace compressive strength combined with the gusset weak-axis flexural strength determined in the presence of those forces. The Buehler typical details provide a vertical stiffener plate at the centerline of the combined brace gusset at steep conditions and stifferener plates at each interior side of the gusset at shallow conditions. The stiffener plates resist the gusset weak axis flexural strength, as well as the stiffenering impact of the adjacent brace in tension; therefore, additional weld checks for the brace to beam connection are not required.

Chevron Conn Design Bott BF1 / 02-SCBF Chevron Conn Design_AISC 341-16_v03.xlsm 5 of 5

05.5.45

SCBF Chevron Connection Design BF2

FORCE DISTRIBUTION PER AISC 341

Brace Shape: HSS

Brace: Ry = 1.3 (AISC 341 Table A3.1)

FY-Brace = 50 ksi Pu = PTension = 266.5 k

FU-Brace = 62 ksi PCompression = 57.4 k

Material: 0.3PCompression = 17.2 k

Gusset Plate Material Beam Properties

Fy = 50 ksi Beam Shape: WF FY-BM = 50 ksi

Fu = 65 ksi Beam: W21X166 dBEAM = 22.50 in.

tw = 0.750 in.

Gusset Plate Geometry tf = 1.360 in.

Q = 49.9 deg L1 = 12.00 in. k = 2.25 in.

γ = 40.1 deg tweld (s1) = 0.3125 in. Gusset Plate Flares

W (L4) = 48.0 in. tweld (s4) = 0.3125 in. Flare Gusset Plate @ Bottom? Yes tPLATE = 0.75 in. Lu = 12.00 in. Flare Height = 2.93 in.

Yield Line Offset = 3.0t Lv = 14.84 in. Flare Width = 26.74 in.

Flare Gusset Plate @ Top? No

Brace Reinforcing Plate Summary: Exterior Gusset Flare Angle = 18.14 deg

LPL bPL tPL tWELD (sW) Interior Gusset Flare Angle = 30.0 deg

13.750 in. 5.40 in. 0.3125 in. 0.2500 in.

Plate Material: ASTM A572 Grade 50

Detail Elevation

Summary Gusset Stiffeners Not Required

Gusset Plate: OK Brace Weld: OK

Gusset Plate Welds: OK Brace Net Section: OK

Beam: OK

HSS4X4X5/16

ASTM A500 Grade C

ASTM A572 Grade 50

Θ

Lv

Whitmore

L1

Lu

Chevron Conn Design Bott BF2 / 02-SCBF Chevron Conn Design_AISC 341-16_v03.xlsm 1 of 5

05.5.46

Maximum compression force from brace (PCompression) is the minimum of PYielding and PBuckling:

Lbrace = 213 in. KLBrace/r = 143.0 LWP-WP = 21.8 ft LOFFSET = 2.0 ft

Fe = 14.0 ksi K = 1.0 Fe = π E / (KLBrace/r)

Fcre = 12.3 ksi Fcre = [0.658^(RyFY-Brace/Fe)]RyFY-Brace

PYielding = 266.5 k PYielding = RyFY-BraceAbr

PBuckling = 57.4 k <--Governs PBuckling = 1.14FcreAbr

Maximum tension force from brace (PTension):

PTension = 266.5 k PTension = RyFY-BraceAbr

Design Brace Connection to Gusset

Design Brace Weld to Gusset (Assumes 70-ksi Weld Electrode):

Rt = 1.2 (AISC 341 Table A3.1)

Llap-min = 6.84 in. (Based on Brace Shear Rupture) Llap-min = Pu / φ(0.60)RtFu-Brace(4tdes) tweld (s1) = 0.3125 in. D = 5 φ = 0.75

Lweld-min = 10.57 in. (Based on Weld Strength) Lweld-min = Pu / 4(1.392)D + 1"

Use Lweld (L1) = 12.00 in. Min length of weld @ 4 places OK

Check Gusset Plate Block Shear Rupture;

Ubs = 1.0 (AISC 360 Table D3.1) φRn = φ[0.60Fy(2)L1tPLATE + UbsFuDbracetPLATE] φRn = 405.0 k > Ru = 266.5k φ = 0.75

Check Gusset Width and Thickness Tensile Yielding Limit State:

WWhitmore = 17.86 in. (Maximum permitted width) WWhitmore = Dbrace + 2L1tan(30°)

Wef = 14.86 in. (Effective width based on geometry and limited to WWhitmore)

Pu = 266.5 k φPn = 501.5 k > Pu = 266.5k φPn = φFyWeftPLATE φ = 0.90

Gusset Plate Buckling on the Whitmore Section:

LGusset = LU = 12.00 in.

KLu/r = 36.03 K = 0.65 r = tPlate / √(12)

Fe = 220.5 ksi Fe = π E / (KLu/r)

Fcr = 45.5 ksi Per AISC 360 Section E3, Limit to Fy φPn = 456.1 k > 1.1Pmax = 63.2k φPn = φFcrWeftPLATE , φ = 0.90

Chevron Conn Design Bott BF2 / 02-SCBF Chevron Conn Design_AISC 341-16_v03.xlsm 2 of 5

05.5.47

SO = 0.125 in. (1/16" slot oversize on each side)

B = 4.00 in.

H = 4.00 in.

tdes = 0.291 in.

Unreinforced Brace Area:

Ag = 4.1 in

Aslot = 0.25 in

Aslot = (tPLATE + SO) tdes

An = 3.59 in

An = Ag - 2Aslot xbar = 1.50 in. HSS xbar = (B + 2BH) / 4(B + H) ; Round HSS/Pipe xbar = D/π

U = 0.88 (U = 1.0 for Round HSS/Pipe with L1 ≥ 1.3OD) U = 1 - xbar/L1 (AISC 360 Table D3.1)

Ae = 3.14 in

Ae =UAn

Ae < Ag therefore brace reinforcing required per AISC 341 Section F2.5b(c)

Reinforcing Plate Properties: Reinforcing Plate? Yes

Plate Material = ASTM A572 Grade 50

FU-PL = 65 ksi

FY-PL = 50 ksi ≥ Brace Yield Strength = 50 ksi - OK

Ry-PL = 1.1 (AISC 341 Table A3.1)

LPL = 13.75 in. (2 x brace width [H or OD], minimum) bPL = 5.40 in. Typical for HSS: (H-1.75") & for Round HSS/Pipe: (π/2*R) tPL = 0.313 in.

Reinforced Brace Properties:

Arn = 1.69 in (Per side) Arn = bPLtPL

Atotal = 6.97 in

Atotal = An + 2Arn xbar = 1.82 in. xbar = ΣA / ΣxbarA

U = 0.85 (U = 1.0 for Round HSS/Pipe with L1 ≥ 1.3OD) U = 1 - xbar/L1 (AISC 360 Table D3.1)

Ae = 5.91 > Ag = 4.1 in2 OK Ae = UAtotal xbar A xbarA

[in] [in ] [in

HSS xbar = (B + 2BH) / 4(B + H) ; Round HSS/Pipe xbar = D/π 1.500 1.795 2.693

HSS xbar = B/2 + tPL/2 ; Round HSS/Pipe xbar = (OD+tPL/2)sin(π/4)/(π/4) 2.156 1.687 3.638

(Round HSS/Pipe assumes π/2 plate width) Σ 3.483 6.331

Design Reinforcing Plate Welds (Assumes 70-ksi Weld Electrode):

Ru = 92.8 k Ru = Ry-PLFY-PLArn tWELD (sW) = 0.2500 in. D = 4 (Assumes fillet weld)

LWELD = 17.15 in. LWELD = LPL + bPL -2" φRn = 95.5 k > Ru = 92.8 k OK φRn = 1.392LWELDD

Check brace wall for shear rupture from reinforcing plate weld tdes-req'd = 0.200 in. < 0.291 in. OK tdes-req'd =(0.6FEXX)tweld0.707 / 0.6FU-Brace

Part

Half of Brace

Reinforcing Plate

H

B

Chevron Conn Design Bott BF2 / 02-SCBF Chevron Conn Design_AISC 341-16_v03.xlsm 3 of 5

05.5.48

Loading per AISC 341-16 Section F2.3

Load Case: F2.3.(a) F2.3.(b)

P1 = 266.5 k 266.5 k (Tension Brace)

H1 = 203.7 k 203.7 k H1 = sin(θ)P1

V1 = 171.8 k 171.8 k V1 = cos(θ)P1

P2 = -57.4 k -17.2 k (Compression Brace)

H2 = -43.9 k -13.2 k H2 = sin(θ)P2

V2 = -37.0 k -11.1 k V2 = cos(θ)P2

M1 = 2292.0 k-in. 2292.0 k-in. M1 = H1e + V1Δ

M2 = -493.8 k-in. -148.1 k-in. M2 = H2e - V2Δ

N = 134.8 k 160.7 k N = V1 + V2

V = 247.6 k 216.9 k --> 247.6 k Governs V = H1 - H2

M = 2785.7 k-in. 2440.1 k-in. M = M1 - M2

Nu,equiv = Nu = 366.9 k 364.0 k --> 366.9 k Governs Nu = |N| + |4M/L| e = 11.25 in. e = dbeam / 2

Δ = 0.00 in. Δ = 1/2(L2 - L1)

W (L4) = L = 48.00 in. Note: Δ = 0 for Symmetric Gusset

Lv = h = 14.84 in.

Check Shear Yielding Strength of Gusset φVn = 1080.0 k > V = 247.6 k OK φVn = φ(0.60)FytPLATEW φ = 1.0

Check Tensile Yielding Strength of Gusset φNn = 1620.0 k > Nu = 366.9 k OK φNn = φFytPLATEW φ = 0.90

Check Gusset Interaction φMn = 19440.0 k-in. φMn = φFytPLATEW /4

Load Case: F2.3.(a) F2.3.(b) φ = 0.90

DCR = 0.15 0.14 OK DCR = (Mu/φMn) + (Nu/φNn) + (Vu/φVn)

Gusset to Beam Weld (Assumes 70-ksi Weld Electrode) tweld (s4) = 0.3125 in. D = 5

FWD = 1.25 (Weld Ductility Factor - Used to Increase Demands for Weld Stress Checks)

Load Case: F2.3.(a) F2.3.(b)

Ru = 553.3 k 529.7 k Ru = √(Nu,equiv + Vu

) FWD

θ = 56.0 59.2 Degrees θ = tan -1

(Nu,equiv / Vu)

FWSI = 1.38 1.40 Weld Strength Increase = 1.0 + 0.50sin 1.5 θ φRn = 901.1 k 914.7 k φRn = 2(1.392)FWSI(W-1")D (2-Sided Fillet Weld)

DCR = 0.61 0.58 OK φRn = φtPLATEFy(W-1") (CJP Weld) φ = 0.75

Beam Web Local Yielding φRn = 2221.9 k > Nu = 366.9 k OK φRn = φFY-BMtw (5k + W) φ = 1.0

Beam Web Local Crippling φRn = 1981.6 k > Nu = 366.9 k OK φRn = φ0.8tw [1 + 3W/d(tw/tf)

1.5 ]√(EFY-BMtf/tw) φ = 0.75

Gusset Plate Edge Stability Calculations Per AISC 341, gusset plate edge stiffeners are not recommended unless the gusset plate free edge is prone to buckling.

Le = Maximum permitted unsupported gusset edge length without stiffeners

Le = 13.55 in. Le = tplate0.75√(E/Fy) doutside = 1.65 in. OK Gusset Stiffener Plates Not Required

Gusset plate stiffeners are provided between braces at shallow brace conditions per the typical details

Chevron Conn Design Bott BF2 / 02-SCBF Chevron Conn Design_AISC 341-16_v03.xlsm 4 of 5

05.5.49

Load Case: F2.3.(a) F2.3.(b)

M 1 = -870.8 k-in. -870.8 k-in. M

1 = 1/8LV1 - 1/4hH1 - 1/2M1

M 2 = 187.6 k-in. 56.3 k-in. M

2 = 1/8LV2 - 1/4hH2 - 1/2M2

N = 79.9 k 95.3 k N

= 1/2(H1 + H2)

V = -11.7 k -10.2 k --> 11.7 k Governs V

= 1/2(V1 - V2) - 2M/L

M = -683.2 k-in. -814.5 k-in. M

= M

1 + M

N u,equiv = 264.1 k 314.9 k --> 314.9 k Governs N u,equiv = |N

| + |4M

/h|

Check Shear Strength of Gusset φVn = 333.8 k > Vu = 11.7 k OK φVn = φ(0.60)FytPLATELv φ = 1.0

Check Tensile Yielding of Gusset φNn = 500.7 k > Nu = 314.9 k OK φNn = φFytPLATELv φ = 0.90

Gusset Welds at Beam per AISC 341 Section F2.6c.4

Check Beam Web Shear at Centerline of Connection

Is gusset on top or bottom of beam? Bottom

Is there a gusset on the top of the beam? No

Load Case: F2.3.(a) F2.3.(b)

Vbeam = 183.5 k 182.0 k

Cv = 1.00 φVn,beam = 506.3 k

DCR = 0.36 0.36

AISC 341 Section F2.6c.4 requires that welds have the available strength to resist gusset-plate edge forces corresponding to the expected brace compressive strength combined with the gusset weak-axis flexural strength determined in the presence of those forces. The Buehler typical details provide a vertical stiffener plate at the centerline of the combined brace gusset at steep conditions and stifferener plates at each interior side of the gusset at shallow conditions. The stiffener plates resist the gusset weak axis flexural strength, as well as the stiffenering impact of the adjacent brace in tension; therefore, additional weld checks for the brace to beam connection are not required.

OK

Chevron Conn Design Bott BF2 / 02-SCBF Chevron Conn Design_AISC 341-16_v03.xlsm 5 of 5

05.5.50

SCBF Chevron Connection Design BF3

FORCE DISTRIBUTION PER AISC 341

Brace Shape: HSS

Brace: Ry = 1.3 (AISC 341 Table A3.1)

FY-Brace = 50 ksi Pu = PTension = 266.5 k

FU-Brace = 62 ksi PCompression = 99.2 k

Material: 0.3PCompression = 29.8 k

Gusset Plate Material Beam Properties

Fy = 50 ksi Beam Shape: WF FY-BM = 50 ksi

Fu = 65 ksi Beam: W18X143 dBEAM = 19.50 in.

tw = 0.730 in.

Gusset Plate Geometry tf = 1.320 in.

Q = 34.1 deg L1 = 12.00 in. k = 2.19 in.

γ = 55.9 deg tweld (s1) = 0.3125 in. Gusset Plate Flares

W (L4) = 48.0 in. tweld (s4) = 0.3125 in. Flare Gusset Plate @ Bottom? Yes tPLATE = 0.75 in. Lu = 14.00 in. Flare Height = 7.30 in.

Yield Line Offset = 3.0t Lv = 15.91 in. Flare Width = 7.33 in.

Flare Gusset Plate @ Top? No

Brace Reinforcing Plate Summary: Exterior Gusset Flare Angle = 30.00 deg

LPL bPL tPL tWELD (sW) Interior Gusset Flare Angle = 30.0 deg

13.750 in. 5.40 in. 0.3125 in. 0.2500 in.

Plate Material: ASTM A572 Grade 50

Detail Elevation

Summary Gusset Stiffeners Not Required

Gusset Plate: OK Brace Weld: OK

Gusset Plate Welds: OK Brace Net Section: OK

Beam: OK

HSS4X4X5/16

ASTM A500 Grade C

ASTM A572 Grade 50

Θ Lv

Whitmore

L1

Lu

Chevron Conn Design Bott BF3 / 02-SCBF Chevron Conn Design_AISC 341-16_v03.xlsm 1 of 5

05.5.51

Maximum compression force from brace (PCompression) is the minimum of PYielding and PBuckling:

Lbrace = 162 in. KLBrace/r = 108.7 LWP-WP = 17.5 ft LOFFSET = 2.0 ft

Fe = 24.2 ksi K = 1.0 Fe = π E / (KLBrace/r)

Fcre = 21.2 ksi Fcre = [0.658^(RyFY-Brace/Fe)]RyFY-Brace

PYielding = 266.5 k PYielding = RyFY-BraceAbr

PBuckling = 99.2 k <--Governs PBuckling = 1.14FcreAbr

Maximum tension force from brace (PTension):

PTension = 266.5 k PTension = RyFY-BraceAbr

Design Brace Connection to Gusset

Design Brace Weld to Gusset (Assumes 70-ksi Weld Electrode):

Rt = 1.2 (AISC 341 Table A3.1)

Llap-min = 6.84 in. (Based on Brace Shear Rupture) Llap-min = Pu / φ(0.60)RtFu-Brace(4tdes) tweld (s1) = 0.3125 in. D = 5 φ = 0.75

Lweld-min = 10.57 in. (Based on Weld Strength) Lweld-min = Pu / 4(1.392)D + 1"

Use Lweld (L1) = 12.00 in. Min length of weld @ 4 places OK

Check Gusset Plate Block Shear Rupture;

Ubs = 1.0 (AISC 360 Table D3.1) φRn = φ[0.60Fy(2)L1tPLATE + UbsFuDbracetPLATE] φRn = 405.0 k > Ru = 266.5k φ = 0.75

Check Gusset Width and Thickness Tensile Yielding Limit State:

WWhitmore = 17.86 in. (Maximum permitted width) WWhitmore = Dbrace + 2L1tan(30°)

Wef = 17.86 in. (Effective width based on geometry and limited to WWhitmore)

Pu = 266.5 k φPn = 602.7 k > Pu = 266.5k φPn = φFyWeftPLATE φ = 0.90

Gusset Plate Buckling on the Whitmore Section:

LGusset = LU = 14.00 in.

KLu/r = 42.03 K = 0.65 r = tPlate / √(12)

Fe = 162.0 ksi Fe = π E / (KLu/r)

Fcr = 43.9 ksi Per AISC 360 Section E3, Limit to Fy φPn = 529.6 k > 1.1Pmax = 109.2k φPn = φFcrWeftPLATE , φ = 0.90

Chevron Conn Design Bott BF3 / 02-SCBF Chevron Conn Design_AISC 341-16_v03.xlsm 2 of 5

05.5.52

SO = 0.125 in. (1/16" slot oversize on each side)

B = 4.00 in.

H = 4.00 in.

tdes = 0.291 in.

Unreinforced Brace Area:

Ag = 4.1 in

Aslot = 0.25 in

Aslot = (tPLATE + SO) tdes

An = 3.59 in

An = Ag - 2Aslot xbar = 1.50 in. HSS xbar = (B + 2BH) / 4(B + H) ; Round HSS/Pipe xbar = D/π

U = 0.88 (U = 1.0 for Round HSS/Pipe with L1 ≥ 1.3OD) U = 1 - xbar/L1 (AISC 360 Table D3.1)

Ae = 3.14 in

Ae =UAn

Ae < Ag therefore brace reinforcing required per AISC 341 Section F2.5b(c)

Reinforcing Plate Properties: Reinforcing Plate? Yes

Plate Material = ASTM A572 Grade 50

FU-PL = 65 ksi

FY-PL = 50 ksi ≥ Brace Yield Strength = 50 ksi - OK

Ry-PL = 1.1 (AISC 341 Table A3.1)

LPL = 13.75 in. (2 x brace width [H or OD], minimum) bPL = 5.40 in. Typical for HSS: (H-1.75") & for Round HSS/Pipe: (π/2*R) tPL = 0.313 in.

Reinforced Brace Properties:

Arn = 1.69 in (Per side) Arn = bPLtPL

Atotal = 6.97 in

Atotal = An + 2Arn xbar = 1.82 in. xbar = ΣA / ΣxbarA

U = 0.85 (U = 1.0 for Round HSS/Pipe with L1 ≥ 1.3OD) U = 1 - xbar/L1 (AISC 360 Table D3.1)

Ae = 5.91 > Ag = 4.1 in2 OK Ae = UAtotal xbar A xbarA

[in] [in ] [in

HSS xbar = (B + 2BH) / 4(B + H) ; Round HSS/Pipe xbar = D/π 1.500 1.795 2.693

HSS xbar = B/2 + tPL/2 ; Round HSS/Pipe xbar = (OD+tPL/2)sin(π/4)/(π/4) 2.156 1.687 3.638

(Round HSS/Pipe assumes π/2 plate width) Σ 3.483 6.331

Design Reinforcing Plate Welds (Assumes 70-ksi Weld Electrode):

Ru = 92.8 k Ru = Ry-PLFY-PLArn tWELD (sW) = 0.2500 in. D = 4 (Assumes fillet weld)

LWELD = 17.15 in. LWELD = LPL + bPL -2" φRn = 95.5 k > Ru = 92.8 k OK φRn = 1.392LWELDD

Check brace wall for shear rupture from reinforcing plate weld tdes-req'd = 0.200 in. < 0.291 in. OK tdes-req'd =(0.6FEXX)tweld0.707 / 0.6FU-Brace

Part

Half of Brace

Reinforcing Plate

H

B

Chevron Conn Design Bott BF3 / 02-SCBF Chevron Conn Design_AISC 341-16_v03.xlsm 3 of 5

05.5.53

Loading per AISC 341-16 Section F2.3

Load Case: F2.3.(a) F2.3.(b)

P1 = 266.5 k 266.5 k (Tension Brace)

H1 = 149.5 k 149.5 k H1 = sin(θ)P1

V1 = 220.6 k 220.6 k V1 = cos(θ)P1

P2 = -99.2 k -29.8 k (Compression Brace)

H2 = -55.7 k -16.7 k H2 = sin(θ)P2

V2 = -82.2 k -24.6 k V2 = cos(θ)P2

M1 = 1457.5 k-in. 1457.5 k-in. M1 = H1e + V1Δ

M2 = -542.8 k-in. -162.8 k-in. M2 = H2e - V2Δ

N = 138.5 k 196.0 k N = V1 + V2

V = 205.2 k 166.2 k --> 205.2 k Governs V = H1 - H2

M = 2000.3 k-in. 1620.3 k-in. M = M1 - M2

Nu,equiv = Nu = 305.2 k 331.0 k --> 331 k Governs Nu = |N| + |4M/L| e = 9.75 in. e = dbeam / 2

Δ = 0.00 in. Δ = 1/2(L2 - L1)

W (L4) = L = 48.00 in. Note: Δ = 0 for Symmetric Gusset

Lv = h = 15.91 in.

Check Shear Yielding Strength of Gusset φVn = 1080.0 k > V = 205.2 k OK φVn = φ(0.60)FytPLATEW φ = 1.0

Check Tensile Yielding Strength of Gusset φNn = 1620.0 k > Nu = 331 k OK φNn = φFytPLATEW φ = 0.90

Check Gusset Interaction φMn = 19440.0 k-in. φMn = φFytPLATEW /4

Load Case: F2.3.(a) F2.3.(b) φ = 0.90

DCR = 0.11 0.10 OK DCR = (Mu/φMn) + (Nu/φNn) + (Vu/φVn)

Gusset to Beam Weld (Assumes 70-ksi Weld Electrode) tweld (s4) = 0.3125 in. D = 5

FWD = 1.25 (Weld Ductility Factor - Used to Increase Demands for Weld Stress Checks)

Load Case: F2.3.(a) F2.3.(b)

Ru = 459.6 k 463.0 k Ru = √(Nu,equiv + Vu

) FWD

θ = 56.1 63.3 Degrees θ = tan -1

(Nu,equiv / Vu)

FWSI = 1.38 1.42 Weld Strength Increase = 1.0 + 0.50sin 1.5 θ φRn = 901.5 k 930.6 k φRn = 2(1.392)FWSI(W-1")D (2-Sided Fillet Weld)

DCR = 0.51 0.50 OK φRn = φtPLATEFy(W-1") (CJP Weld) φ = 0.75

Beam Web Local Yielding φRn = 2151.2 k > Nu = 331 k OK φRn = φFY-BMtw (5k + W) φ = 1.0

Beam Web Local Crippling φRn = 2090.1 k > Nu = 331 k OK φRn = φ0.8tw [1 + 3W/d(tw/tf)

1.5 ]√(EFY-BMtf/tw) φ = 0.75

Gusset Plate Edge Stability Calculations Per AISC 341, gusset plate edge stiffeners are not recommended unless the gusset plate free edge is prone to buckling.

Le = Maximum permitted unsupported gusset edge length without stiffeners

Le = 13.55 in. Le = tplate0.75√(E/Fy) doutside = 2.44 in. OK Gusset Stiffener Plates Not Required

Gusset plate stiffeners are provided between braces at shallow brace conditions per the typical details

Chevron Conn Design Bott BF3 / 02-SCBF Chevron Conn Design_AISC 341-16_v03.xlsm 4 of 5

05.5.54

Load Case: F2.3.(a) F2.3.(b)

M 1 = 0.5 k-in. 0.5 k-in. M

1 = 1/8LV1 - 1/4hH1 - 1/2M1

M 2 = -0.2 k-in. -0.1 k-in. M

2 = 1/8LV2 - 1/4hH2 - 1/2M2

N = 46.9 k 66.4 k N

= 1/2(H1 + H2)

V = 68.0 k 55.1 k --> 68 k Governs V

= 1/2(V1 - V2) - 2M/L

M = 0.3 k-in. 0.4 k-in. M

= M

1 + M

N u,equiv = 47.0 k 66.5 k --> 66.5 k Governs N u,equiv = |N

| + |4M

/h|

Check Shear Strength of Gusset φVn = 358.0 k > Vu = 68 k OK φVn = φ(0.60)FytPLATELv φ = 1.0

Check Tensile Yielding of Gusset φNn = 536.9 k > Nu = 66.5 k OK φNn = φFytPLATELv φ = 0.90

Gusset Welds at Beam per AISC 341 Section F2.6c.4

Check Beam Web Shear at Centerline of Connection

Is gusset on top or bottom of beam? Bottom

Is there a gusset on the top of the beam? No

Load Case: F2.3.(a) F2.3.(b)

Vbeam = 152.6 k 165.5 k

Cv = 1.00 φVn,beam = 427.1 k

DCR = 0.36 0.39

AISC 341 Section F2.6c.4 requires that welds have the available strength to resist gusset-plate edge forces corresponding to the expected brace compressive strength combined with the gusset weak-axis flexural strength determined in the presence of those forces. The Buehler typical details provide a vertical stiffener plate at the centerline of the combined brace gusset at steep conditions and stifferener plates at each interior side of the gusset at shallow conditions. The stiffener plates resist the gusset weak axis flexural strength, as well as the stiffenering impact of the adjacent brace in tension; therefore, additional weld checks for the brace to beam connection are not required.

OK

Chevron Conn Design Bott BF3 / 02-SCBF Chevron Conn Design_AISC 341-16_v03.xlsm 5 of 5

05.5.55

SCBF Chevron Connection Design BF4

FORCE DISTRIBUTION PER AISC 341

Brace Shape: HSS

Brace: Ry = 1.3 (AISC 341 Table A3.1)

FY-Brace = 50 ksi Pu = PTension = 266.5 k

FU-Brace = 62 ksi PCompression = 99.2 k

Material: 0.3PCompression = 29.8 k

Gusset Plate Material Beam Properties

Fy = 50 ksi Beam Shape: WF FY-BM = 50 ksi

Fu = 65 ksi Beam: W24X131 dBEAM = 24.50 in.

tw = 0.605 in.

Gusset Plate Geometry tf = 0.960 in.

Q = 36.3 deg L1 = 12.00 in. k = 1.88 in.

γ = 53.8 deg tweld (s1) = 0.3125 in. Gusset Plate Flares

W (L4) = 48.0 in. tweld (s4) = 0.3125 in. Flare Gusset Plate @ Bottom? Yes tPLATE = 0.75 in. Lu = 12.00 in. Flare Height = 6.73 in.

Yield Line Offset = 3.0t Lv = 14.40 in. Flare Width = 10.92 in.

Flare Gusset Plate @ Top? No

Brace Reinforcing Plate Summary: Exterior Gusset Flare Angle = 30.00 deg

LPL bPL tPL tWELD (sW) Interior Gusset Flare Angle = 30.0 deg

13.750 in. 5.40 in. 0.3125 in. 0.2500 in.

Plate Material: ASTM A572 Grade 50

Detail Elevation

Summary Gusset Stiffeners Not Required

Gusset Plate: OK Brace Weld: OK

Gusset Plate Welds: OK Brace Net Section: OK

Beam: OK

HSS4X4X5/16

ASTM A500 Grade C

ASTM A572 Grade 50

Θ Lv

Whitmore

L1

Lu

Chevron Conn Design Bott BF4 / 02-SCBF Chevron Conn Design_AISC 341-16_v03.xlsm 1 of 5

05.5.56

Maximum compression force from brace (PCompression) is the minimum of PYielding and PBuckling:

Lbrace = 162 in. KLBrace/r = 108.7 LWP-WP = 17.5 ft LOFFSET = 2.0 ft

Fe = 24.2 ksi K = 1.0 Fe = π E / (KLBrace/r)

Fcre = 21.2 ksi Fcre = [0.658^(RyFY-Brace/Fe)]RyFY-Brace

PYielding = 266.5 k PYielding = RyFY-BraceAbr

PBuckling = 99.2 k <--Governs PBuckling = 1.14FcreAbr

Maximum tension force from brace (PTension):

PTension = 266.5 k PTension = RyFY-BraceAbr

Design Brace Connection to Gusset

Design Brace Weld to Gusset (Assumes 70-ksi Weld Electrode):

Rt = 1.2 (AISC 341 Table A3.1)

Llap-min = 6.84 in. (Based on Brace Shear Rupture) Llap-min = Pu / φ(0.60)RtFu-Brace(4tdes) tweld (s1) = 0.3125 in. D = 5 φ = 0.75

Lweld-min = 10.57 in. (Based on Weld Strength) Lweld-min = Pu / 4(1.392)D + 1"

Use Lweld (L1) = 12.00 in. Min length of weld @ 4 places OK

Check Gusset Plate Block Shear Rupture;

Ubs = 1.0 (AISC 360 Table D3.1) φRn = φ[0.60Fy(2)L1tPLATE + UbsFuDbracetPLATE] φRn = 405.0 k > Ru = 266.5k φ = 0.75

Check Gusset Width and Thickness Tensile Yielding Limit State:

WWhitmore = 17.86 in. (Maximum permitted width) WWhitmore = Dbrace + 2L1tan(30°)

Wef = 17.86 in. (Effective width based on geometry and limited to WWhitmore)

Pu = 266.5 k φPn = 602.7 k > Pu = 266.5k φPn = φFyWeftPLATE φ = 0.90

Gusset Plate Buckling on the Whitmore Section:

LGusset = LU = 12.00 in.

KLu/r = 36.03 K = 0.65 r = tPlate / √(12)

Fe = 220.5 ksi Fe = π E / (KLu/r)

Fcr = 45.5 ksi Per AISC 360 Section E3, Limit to Fy φPn = 548.1 k > 1.1Pmax = 109.2k φPn = φFcrWeftPLATE , φ = 0.90

Chevron Conn Design Bott BF4 / 02-SCBF Chevron Conn Design_AISC 341-16_v03.xlsm 2 of 5

05.5.57

SO = 0.125 in. (1/16" slot oversize on each side)

B = 4.00 in.

H = 4.00 in.

tdes = 0.291 in.

Unreinforced Brace Area:

Ag = 4.1 in

Aslot = 0.25 in

Aslot = (tPLATE + SO) tdes

An = 3.59 in

An = Ag - 2Aslot xbar = 1.50 in. HSS xbar = (B + 2BH) / 4(B + H) ; Round HSS/Pipe xbar = D/π

U = 0.88 (U = 1.0 for Round HSS/Pipe with L1 ≥ 1.3OD) U = 1 - xbar/L1 (AISC 360 Table D3.1)

Ae = 3.14 in

Ae =UAn

Ae < Ag therefore brace reinforcing required per AISC 341 Section F2.5b(c)

Reinforcing Plate Properties: Reinforcing Plate? Yes

Plate Material = ASTM A572 Grade 50

FU-PL = 65 ksi

FY-PL = 50 ksi ≥ Brace Yield Strength = 50 ksi - OK

Ry-PL = 1.1 (AISC 341 Table A3.1)

LPL = 13.75 in. (2 x brace width [H or OD], minimum) bPL = 5.40 in. Typical for HSS: (H-1.75") & for Round HSS/Pipe: (π/2*R) tPL = 0.313 in.

Reinforced Brace Properties:

Arn = 1.69 in (Per side) Arn = bPLtPL

Atotal = 6.97 in

Atotal = An + 2Arn xbar = 1.82 in. xbar = ΣA / ΣxbarA

U = 0.85 (U = 1.0 for Round HSS/Pipe with L1 ≥ 1.3OD) U = 1 - xbar/L1 (AISC 360 Table D3.1)

Ae = 5.91 > Ag = 4.1 in2 OK Ae = UAtotal xbar A xbarA

[in] [in ] [in

HSS xbar = (B + 2BH) / 4(B + H) ; Round HSS/Pipe xbar = D/π 1.500 1.795 2.693

HSS xbar = B/2 + tPL/2 ; Round HSS/Pipe xbar = (OD+tPL/2)sin(π/4)/(π/4) 2.156 1.687 3.638

(Round HSS/Pipe assumes π/2 plate width) Σ 3.483 6.331

Design Reinforcing Plate Welds (Assumes 70-ksi Weld Electrode):

Ru = 92.8 k Ru = Ry-PLFY-PLArn tWELD (sW) = 0.2500 in. D = 4 (Assumes fillet weld)

LWELD = 17.15 in. LWELD = LPL + bPL -2" φRn = 95.5 k > Ru = 92.8 k OK φRn = 1.392LWELDD

Check brace wall for shear rupture from reinforcing plate weld tdes-req'd = 0.200 in. < 0.291 in. OK tdes-req'd =(0.6FEXX)tweld0.707 / 0.6FU-Brace

Part

Half of Brace

Reinforcing Plate

H

B

Chevron Conn Design Bott BF4 / 02-SCBF Chevron Conn Design_AISC 341-16_v03.xlsm 3 of 5

05.5.58

Loading per AISC 341-16 Section F2.3

Load Case: F2.3.(a) F2.3.(b)

P1 = 266.5 k 266.5 k (Tension Brace)

H1 = 157.6 k 157.6 k H1 = sin(θ)P1

V1 = 214.9 k 214.9 k V1 = cos(θ)P1

P2 = -99.2 k -29.8 k (Compression Brace)

H2 = -58.7 k -17.6 k H2 = sin(θ)P2

V2 = -80.0 k -24.0 k V2 = cos(θ)P2

M1 = 1930.4 k-in. 1930.4 k-in. M1 = H1e + V1Δ

M2 = -718.9 k-in. -215.7 k-in. M2 = H2e - V2Δ

N = 134.9 k 190.9 k N = V1 + V2

V = 216.3 k 175.2 k --> 216.3 k Governs V = H1 - H2

M = 2649.3 k-in. 2146.1 k-in. M = M1 - M2

Nu,equiv = Nu = 355.7 k 369.7 k --> 369.7 k Governs Nu = |N| + |4M/L| e = 12.25 in. e = dbeam / 2

Δ = 0.00 in. Δ = 1/2(L2 - L1)

W (L4) = L = 48.00 in. Note: Δ = 0 for Symmetric Gusset

Lv = h = 14.40 in.

Check Shear Yielding Strength of Gusset φVn = 1080.0 k > V = 216.3 k OK φVn = φ(0.60)FytPLATEW φ = 1.0

Check Tensile Yielding Strength of Gusset φNn = 1620.0 k > Nu = 369.7 k OK φNn = φFytPLATEW φ = 0.90

Check Gusset Interaction φMn = 19440.0 k-in. φMn = φFytPLATEW /4

Load Case: F2.3.(a) F2.3.(b) φ = 0.90

DCR = 0.14 0.12 OK DCR = (Mu/φMn) + (Nu/φNn) + (Vu/φVn)

Gusset to Beam Weld (Assumes 70-ksi Weld Electrode) tweld (s4) = 0.3125 in. D = 5

FWD = 1.25 (Weld Ductility Factor - Used to Increase Demands for Weld Stress Checks)

Load Case: F2.3.(a) F2.3.(b)

Ru = 520.3 k 511.4 k Ru = √(Nu,equiv + Vu

) FWD

θ = 58.7 64.6 Degrees θ = tan -1

(Nu,equiv / Vu)

FWSI = 1.39 1.43 Weld…