Result Summary - Overall
Moment Connection - Beam to Column
Code=AISC 360-10 LRFD

 
Result Summary - Overall
geometries & weld limitations = PASS
limit states max ratio 
0.95
PASS
 
Right Beam to Column
geometries & weld limitations = PASS
limit states max ratio 
0.95
PASS
 

Sketch
Moment Connection - Beam to Column
Code=AISC 360-10 LRFD

 
 
 
Members & Components Summary

Member
Moment Connection
Code=AISC 360-10 LRFD

 
Column Section


W12X40
d
 = 11.900
[in]
bf
 = 8.010
[in]

tf
 = 0.515
[in]
tw
 = 0.295
[in]

kdes
 = 1.020
[in]
kdet
 = 1.375
[in]

k1
 = 0.875
[in]
A
 = 11.700
[in2]

 
Sx
 = 51.50
[in3]
Zx
 = 57.00
[in3]

 
Steel Grade A992
Fy
 = 50.0
[ksi]
Fu
 = 65.0
[ksi]

 
Right Side Beam Section


W12X30
d
 = 12.300
[in]
bf
 = 6.520
[in]

tf
 = 0.440
[in]
tw
 = 0.260
[in]

kdes
 = 0.740
[in]
kdet
 = 1.125
[in]

k1
 = 0.750
[in]
A
 = 8.790
[in2]

 
Sx
 = 38.60
[in3]
Zx
 = 43.10
[in3]

 
Steel Grade A992
Fy
 = 50.0
[ksi]
Fu
 = 65.0
[ksi]

 
 
 
Beam Flange Force Calc
Beam Flange Force - Right Side Beam


Beam section
db
 = 12.300
[in]
tfb
 = 0.440
[in]

Flange force moment arm
dm
 = db - tfb
 = 11.860
[in]

User input load
axial PbR
 = -25.00
[kips]
moment MR
 = 100.00
[kip-ft]

in tension
Beam flange force - top
Pf-TR
 = PbR / 2 + MR / dm
 = 88.68
[kips]

Beam flange force - bottom
Pf-BR
 = PbR / 2 - MR / dm
 = -113.68
[kips]

Panel Zone Shear Force Calc


Column story shear
Vs
 = from user input
 = 0.00
[kips]

Panel zone shear force
Vp
 = Pf-TR - Pf-TL - Vs
 = 88.68
[kips]

 
 

Right Beam to Column
MC Connection
Code=AISC 360-10 LRFD

 
Result Summary
geometries & weld limitations = PASS
limit states max ratio 
0.95
PASS
 
 
Geometry Restriction Checks
PASS
Min Bolt Edge Distance - Column Flange


Bolt diameter
db
 = 
 = 0.750
[in]

Min edge distance allowed
Le-min
 = 
 = 1.000
[in]
AISC 14th  Table J3.4
Min edge distance in Column Flange
Le
 = 
 = 2.005
[in]

 > Le-min
OK
Min Bolt Spacing - End Plate


Bolt diameter
db
 = 
 = 0.750
[in]

Min bolt spacing allowed
Ls-min
 = 2.667 db
 = 2.000
[in]
AISC 14th  J3.3
Min Bolt spacing in End Plate
Ls
 = 
 = 3.690
[in]

 > Ls-min
OK
Min Bolt Edge Distance - End Plate


Bolt diameter
db
 = 
 = 0.750
[in]

Min edge distance allowed
Le-min
 = 
 = 1.000
[in]
AISC 14th  Table J3.4
Min edge distance in End Plate
Le
 = 
 = 1.375
[in]

 > Le-min
OK
Max Bolt Edge Distance - End Plate


Connecting plate thickness
tp
 = 
 = 0.750
[in]

Max edge distance allowed
Le-max
 = min ( 12t , 6" )
 = 6.000
[in]
AISC 14th  J3.5
Max edge distance in End Plate
Le
 = 
 = 2.245
[in]

 < Le-max
OK
 
Beam Flange Fillet Weld Limitation
PASS
Min Fillet Weld Size


Thinner part joined thickness
t
 = 
 = 0.440
[in]

Min fillet weld size allowed
wmin
 = 
 = 0.188
[in]
AISC 14th  Table J2.4
Fillet weld size provided
w
 = 
 = 0.313
[in]

 > wmin
OK
Min Fillet Weld Length


Fillet weld size provided
w
 = 
 = 0.313
[in]

Min fillet weld length allowed
Lmin
 = 4 x w
 = 1.250
[in]
AISC 14th  J2.2b
Min fillet weld length
L
 = 0.5 bfb - k1b
 = 2.510
[in]

 > Lmin
OK
 
Beam Web Fillet Weld Limitation
PASS
Min Fillet Weld Size


Thinner part joined thickness
t
 = 
 = 0.260
[in]

Min fillet weld size allowed
wmin
 = 
 = 0.188
[in]
AISC 14th  Table J2.4
Fillet weld size provided
w
 = 
 = 0.313
[in]

 > wmin
OK
Min Fillet Weld Length


Fillet weld size provided
w
 = 
 = 0.313
[in]

Min fillet weld length allowed
Lmin
 = 4 x w
 = 1.250
[in]
AISC 14th  J2.2b
Min fillet weld length
L
 = 0.5 db - kb
 = 5.025
[in]

 > Lmin
OK
Min Beam Web to End Plate Fillet Weld Size


Beam web to end-plate fillet weld in the tension-bolt region to develop the yield strength of the beam web
AISC DG4  Page 9 Item 7
Shear resistance factor-LRFD
φv
 = 0.90
AISC 14th  G1
Fillet weld shear strength
φ Rn-w
 = 
 = 1.392
[kip/in]
AISC 14th  Eq 8-2a
Fillet weld strength φ Rn-w x 1.5 x 2 to account for 90° load angle when it's in tension and double fillet
Min double fillet weld size to match beam web yield strength
Dmin
 = φv Fyb twb / ( φ Rn-w x 1.5 x 2 )
 = 2.802
[1/16 "]

Fillet weld size provided
D
 = 
 = 5.000
[1/16 "]

 > Dmin
OK
 
 
Verify AISC DG4 Bolt No Prying Assumption
AISC DG4 Is Used
 
Bolt Moment Strength (No Prying)



bolt grade
 = A325-N
Ft
 = 90.0
[ksi]
AISC 14th  Table J3.2
bolt dia db
 = 0.750
[in]
bolt area Ab
 = 0.442
[in2]

Bolt norminal tensile strength
Pt
 = Ft Ab
 = 39.76
[kips]
AISC 14th  Eq J3-1


Tension bolt moment arm
h0
 = 13.705
[in]
h1
 = 10.015
[in]

Bolt moment strength (no prying)
Mnp
 = 2 Pt ( h0 + h1 )
 = 157.19
[kip-ft]
AISC DG4 Eq 3.7
Bolt resistance factor-LRFD
φ
 = 0.75
AISC 14th  Eq J3-1
φ Mnp
 = 
 = 117.89
[kip-ft]

 
End Plate Bending Strength



End plate width
bplate
 = 8.490
[in]
thickness tp
 = 0.750
[in]

Beam flange width
bfb
 = 6.520
[in]

Effective end plate width
bp
 = min ( bplate , bfb + 1" )
 = 7.520
[in]
AISC DG4  Page 9 item 5
End plate yield strength
Fyp
 = 50.0
[ksi]



See AISC DG4 Table 3.1 for all formulas to derive the following parameters
AISC DG4  Table 3.1


Tension bolt moment arm
h0
 = 13.705
[in]
h1
 = 10.015
[in]



g
 = 4.000
[in]

pfi
 = 1.625
[in]
pfo
 = 1.625
[in]

s
 = 2.742
[in]
Yp
 = 88.61
[in]

Flexure resistance factor-LRFD
φb
 = 0.90
AISC 14th  F1 (1)
End plate bending strength
φb Mpl
 = φb Fyp t2p Yp
 = 186.90
[kip-ft]
AISC DG4  Table 3.1


Check thick end plate condition
φb Mpl >= 1.11 X φ Mnp
AISC DG4  Eq 3.33
ratio
 = 0.70   thick plate
 
Column Flange Bending Strength



See AISC DG4 Table 3.4 for all formulas to derive the following parameters
AISC DG4  Table 3.4


Tension bolt moment arm
h0
 = 13.705
[in]
h1
 = 10.015
[in]



*** Stiffened Column Flange Case ***

Column section
bfc
 = 8.010
[in]
tfc
 = 0.515
[in]

Fyc
 = 50.0
[ksi]
bolt gage g
 = 4.000
[in]

s
 = 2.830
[in]
c
 = 3.690
[in]

Stiffener plate thickness
ts
 = 0.500
[in]

psi
 = 1.595
[in]
pso
 = 1.595
[in]

Yc
 = 145.6
[in]

Flexure resistance factor-LRFD
φb
 = 0.90
AISC 14th  F1 (1)
Column flange bending strength
φb Mcf
 = φb Fyc t2fc Yc
 = 144.82
[kip-ft]
AISC DG4  Table 3.4


Check thick column flange condition
φb Mcf >= 1.11 X φ Mnp
AISC DG4  Eq 3.35
ratio
 = 0.90   thick plate


The thick end plate and column flange conditions are met. AISG DG4 is used and
no bolt prying is considered
AISC DG4  Eq 3.33 & 3.35
 
Bolt Moment Strength (No Prying)
ratio = 113.68 / 119.28
0.95
PASS
bolt grade
 = A325-N
Ft
 = 90.0
[ksi]
AISC 14th  Table J3.2
bolt dia db
 = 0.750
[in]
bolt area Ab
 = 0.442
[in2]

Bolt norminal tensile strength
Pt
 = Ft Ab
 = 39.76
[kips]
AISC 14th  Eq J3-1


Tension bolt moment arm
h0
 = 13.705
[in]
h1
 = 10.015
[in]



Flange force moment arm
dm
 = db - tfb
 = 11.860
[in]

Flange force required in tension
Puf_t
 = Pu  / 2 - Mu  / dm
 = 113.68
[kips]

Flange force resistance by bolt
Fn
 = 2 Pt ( h0 + h1 ) / dm
 = 159.04
[kips]
AISC DG4  Eq 3.7
Bolt resistance factor-LRFD
φ
 = 0.75
AISC 14th  Eq J3-1
φ Fn
 = 
 = 119.28
[kips]
AISC DG4 Eq 3.7
ratio
 = 0.95
 > Puf_t
OK
 
Bolt Shear Strength
ratio = 30.00 / 71.57
0.42
PASS
Bolt shear stress
bolt grade
 = A325-N
Fnv
 = 54.0
[ksi]
AISC 14th  Table J3.2
bolt dia db
 = 0.750
[in]
bolt area Ab
 = 0.442
[in2]

Number of bolt carried shear
ns
 = 4.0
shear plane m
 = 1

Required shear strength
Vu
 = 
 = 30.00
[kips]

Bolt shear strength
Rn
 = Fnv Ab ns m Cec
 = 95.43
[kips]
AISC 14th  Eq J3-1
Bolt resistance factor-LRFD
φ
 = 0.75
AISC 14th  Eq J3-1
φ Rn
 = 
 = 71.57
[kips]

ratio
 = 0.42
 > Vu
OK
 
Bolt Bearing/TearOut Strength on End Plate
ratio = 30.00 / 71.57
0.42
PASS
Single Bolt Shear Strength


Bolt shear stress
bolt grade
 = A325-N
Fnv
 = 54.0
[ksi]
AISC 14th  Table J3.2
bolt dia db
 = 0.750
[in]
bolt area Ab
 = 0.442
[in2]

Single bolt shear strength
Rn-bolt
 = Fnv Ab
 = 23.86
[kips]
AISC 14th  Eq J3-1
Bolt Bearing/TearOut Strength on Plate



Bolt hole diameter
bolt dia db
 = 34
[in]
bolt hole dia dh
 = 1316
[in]
AISC 14th  Table J3.3
Bolt spacing & edge distance
spacing Ls
 = 3.690
[in]
edge distance Le
 = 1.375
[in]

Plate tensile strength
Fu
 = 65.0
[ksi]

Plate thickness
t
 = 0.750
[in]

Interior Bolt



Bolt hole edge clear distance
Lc
 = Ls - dh
 = 2.878
[in]

Bolt tear out/bearing strength
Rn-t&b-in
 = 1.5 Lc t Fu ≤ 3.0 db t Fu
AISC 14th  Eq J3-6b
 = 210.42 ≤ 109.69
 = 109.69
[kips]

Bolt strength at interior
Rn-in
 = min ( Rn-t&b-in , Rn-bolt )
 = 23.86
[kips]

Edge Bolt



Bolt hole edge clear distance
Lc
 = Le - dh / 2
 = 0.969
[in]

Bolt tear out/bearing strength
Rn-t&b-ed
 = 1.5 Lc t Fu ≤ 3.0 db t Fu
AISC 14th  Eq J3-6b
 = 70.84 ≤ 109.69
 = 70.84
[kips]

Bolt strength at edge
Rn-ed
 = min ( Rn-t&b-ed , Rn-bolt )
 = 23.86
[kips]



Number of bolt
interior nin
 = 2
edge ned
 = 2

Bolt bearing strength for all bolts
Rn
 = nin Rn-in + ned Rn-ed
 = 95.43
[kips]

Required shear strength
Vu
 = 
 = 30.00
[kips]

Bolt resistance factor-LRFD
φ
 = 0.75
AISC 14th  J3-10
φ Rn
 = 
 = 71.57
[kips]

ratio
 = 0.42
 > Vu
OK
 
Bolt Bearing/TearOut Strength on Column Flange
ratio = 30.00 / 71.57
0.42
PASS
Single Bolt Shear Strength


Bolt shear stress
bolt grade
 = A325-N
Fnv
 = 54.0
[ksi]
AISC 14th  Table J3.2
bolt dia db
 = 0.750
[in]
bolt area Ab
 = 0.442
[in2]

Single bolt shear strength
Rn-bolt
 = Fnv Ab
 = 23.86
[kips]
AISC 14th  Eq J3-1
Bolt Bearing/TearOut Strength on Plate



Bolt hole diameter
bolt dia db
 = 34
[in]
bolt hole dia dh
 = 1316
[in]
AISC 14th  Table J3.3
Bolt spacing
spacing Ls
 = 3.690
[in]

Plate tensile strength
Fu
 = 65.0
[ksi]

Plate thickness
t
 = 0.515
[in]

Interior Bolt



Bolt hole edge clear distance
Lc
 = Ls - dh
 = 2.878
[in]

Bolt tear out/bearing strength
Rn-t&b-in
 = 1.5 Lc t Fu ≤ 3.0 db t m Fu
AISC 14th  Eq J3-6b
 = 144.49 ≤ 75.32
 = 75.32
[kips]

Bolt strength at interior
Rn-in
 = min ( Rn-t&b-in , Rn-bolt )
 = 23.86
[kips]



Number of bolt
interior nin
 = 4

Bolt bearing strength for all bolts
Rn
 = nin Rn-in
 = 95.43
[kips]

Required shear strength
Vu
 = 
 = 30.00
[kips]

Bolt resistance factor-LRFD
φ
 = 0.75
AISC 14th  J3-10
φ Rn
 = 
 = 71.57
[kips]

ratio
 = 0.42
 > Vu
OK
 
 
End Plate Flexural Yielding
ratio = 113.68 / 189.11
0.60
PASS
 
End Plate Bending Strength



End plate width
bplate
 = 8.490
[in]
thickness tp
 = 0.750
[in]

Beam flange width
bfb
 = 6.520
[in]

Effective end plate width
bp
 = min ( bplate , bfb + 1" )
 = 7.520
[in]
AISC DG4  Page 9 item 5
End plate yield strength
Fyp
 = 50.0
[ksi]



See AISC DG4 Table 3.1 for all formulas to derive the following parameters
AISC DG4  Table 3.1


Tension bolt moment arm
h0
 = 13.705
[in]
h1
 = 10.015
[in]



g
 = 4.000
[in]

pfi
 = 1.625
[in]
pfo
 = 1.625
[in]

s
 = 2.742
[in]
Yp
 = 88.61
[in]

Flexure resistance factor-LRFD
φb
 = 0.90
AISC 14th  F1 (1)
End plate bending strength
φb Mpl
 = φb Fyp t2p Yp
 = 186.90
[kip-ft]
AISC DG4  Table 3.1


Flange force moment arm
dm
 = db - tfb
 = 11.860
[in]

Flange force required in tension
Puf_t
 = Pu  / 2 - Mu  / dm
 = 113.68
[kips]

Flange force provided by end plate bending
φ Rpl
 = φ Mpl / dm
 = 189.11
[kips]
AISC DG4 Eq 3.10
ratio
 = 0.60
 > Puf_t
OK
 
End Plate Shear Yielding
ratio = 56.84 / 169.20
0.34
PASS
Flange force required in tension
Puf_t
 = Pu  / 2 - Mu  / dm
 = 56.84
[kips]



End plate width
bplate
 = 8.490
[in]
thickness tp
 = 0.750
[in]

Beam flange width
bfb
 = 6.520
[in]

Effective end plate width
bp
 = min ( bplate , bfb + 1" )
 = 7.520
[in]
AISC DG4  Page 9 item 5
Plate Shear Yielding Check



Plate size
width bp
 = 7.520
[in]
thickness tp
 = 0.750
[in]

Plate yield strength
Fy
 = 50.0
[ksi]

Plate gross area in shear
Agv
 = bp tp
 = 5.640
[in2]

Shear force required
0.5 Puf_t
 = 
 = 56.84
[kips]

Plate shear yielding strength
Rn
 = 0.6 Fy Agv
 = 169.20
[kips]
AISC 14th  Eq J4-3
Resistance factor-LRFD
φ
 = 1.00
AISC 14th  Eq J4-3
φ Rn
 = 
 = 169.20
[kips]

ratio
 = 0.34
 > 0.5 Puf_t
OK
 
End Plate Shear Rupture
ratio = 56.84 / 126.58
0.45
PASS
Flange force required in tension
Puf_t
 = Pu  / 2 - Mu  / dm
 = 56.84
[kips]



End plate width
bplate
 = 8.490
[in]
thickness tp
 = 0.750
[in]

Beam flange width
bfb
 = 6.520
[in]

Effective end plate width
bp
 = min ( bplate , bfb + 1" )
 = 7.520
[in]
AISC DG4  Page 9 item 5
Plate Shear Rupture Check



Bolt hole diameter
bolt dia db
 = 34
[in]
bolt hole dia dh
 = 78
[in]
AISC 14th  B4.3b
Number of bolt
n
 = 2

Plate size
width bp
 = 7.520
[in]
thickness tp
 = 0.750
[in]

Plate tensile strength
Fu
 = 65.0
[ksi]

Plate net area in shear
Anv
 = ( bp - n dh ) tp
 = 4.328
[in2]

Shear force required
0.5 Puf_t
 = 
 = 56.84
[kips]

Plate shear rupture strength
Rn
 = 0.6 Fu Anv
 = 168.77
[kips]
AISC 14th  Eq J4-4
Resistance factor-LRFD
φ
 = 0.75
AISC 14th  Eq J4-4
φ Rn
 = 
 = 126.58
[kips]

ratio
 = 0.45
 > 0.5 Puf_t
OK
 
 
Beam Flange Weld Strength
ratio = 113.68 / 120.47
0.94
PASS
Flange force required in tension
Puf_t
 = Pu  / 2 - Mu  / dm
 = 113.68
[kips]

Fillet weld length - double fillet
L
 = [bfb + ( bfb - 2k1b )] /2 as dbl fillet
 = 5.770
[in]

 
Fillet Weld Strength Check



Fillet weld leg size
w
 = 516
[in]
load angle θ
 = 90.0
[°]

Electrode strength
FEXX
 = 70.0
[ksi]
strength coeff C1
 = 1.00
AISC 14th  Table 8-3
Number of weld line
n
 = 2   for double fillet

Load angle coefficient
C2
 = ( 1 + 0.5 sin1.5 θ )
 = 1.50
AISC 14th  Page 8-9
Fillet weld shear strength
Rn-w
 = 0.6 (C1 x 70 ksi) 0.707 w n C2
 = 27.838
[kip/in]
AISC 14th  Eq 8-1


Base metal - beam flange
thickness t
 = 0.440
[in]
tensile Fu
 = 65.0
[ksi]

Base metal - beam flange is in tension, tensile rupture as per AISC 14th  Eq J4-2 is checked
AISC 14th  J2.4
Base metal tensile rupture
Rn-b
 = Fu t
 = 28.600
[kip/in]
AISC 14th  Eq J4-2


Double fillet linear shear strength
Rn
 = min ( Rn-w , Rn-b )
 = 27.838
[kip/in]
AISC 14th  Eq 9-2
Resistance factor-LRFD
φ
 = 0.75
AISC 14th  Eq 8-1
φ Rn
 = 
 = 20.879
[kip/in]



Shear resistance required
Puf_t
 = 
 = 113.68
[kips]

Fillet weld length - double fillet
L
 = 
 = 5.770
[in]

Shear resistance provided
φ Fn
 = φ Rn x L
 = 120.47
[kips]

ratio
 = 0.94
 > Puf_t
OK
 
Beam Web Weld Strength
ratio = 30.00 / 38.22
0.79
PASS
Beam Web Effective Weld Length Calc


Beam section
db
 = 12.300
[in]
tfb
 = 0.440
[in]

kb
 = 1.125
[in]

Bolt diameter
dbolt
 = 0.750
[in]
bolt inner pitch pfi
 = 1.625
[in]

Effective weld length case 1
L1
 = 0.5 db - kb
 = 5.025
[in]
AISC DG4  Page 38
Effective weld length case 2
L2
 = db - 2tfb - pfi - 2 dbolt
 = 8.295
[in]
AISC DG4  Page 38
Fillet weld length - double fillet
L
 = min( L1 , L2 )
 = 5.025
[in]

 
Fillet Weld Strength Check



Fillet weld leg size
w
 = 516
[in]
load angle θ
 = 0.0
[°]

Electrode strength
FEXX
 = 70.0
[ksi]
strength coeff C1
 = 1.00
AISC 14th  Table 8-3
Number of weld line
n
 = 2   for double fillet

Load angle coefficient
C2
 = ( 1 + 0.5 sin1.5 θ )
 = 1.00
AISC 14th  Page 8-9
Fillet weld shear strength
Rn-w
 = 0.6 (C1 x 70 ksi) 0.707 w n C2
 = 18.559
[kip/in]
AISC 14th  Eq 8-1


Base metal - beam web
thickness t
 = 0.260
[in]
tensile Fu
 = 65.0
[ksi]

Base metal - beam web is in shear, shear rupture as per AISC 14th  Eq J4-4 is checked
AISC 14th  J2.4
Base metal shear rupture
Rn-b
 = 0.6 Fu t
 = 10.140
[kip/in]
AISC 14th  Eq J4-4


Double fillet linear shear strength
Rn
 = min ( Rn-w , Rn-b )
 = 10.140
[kip/in]
AISC 14th  Eq 9-2
Resistance factor-LRFD
φ
 = 0.75
AISC 14th  Eq 8-1
φ Rn
 = 
 = 7.605
[kip/in]



Shear resistance required
Vu
 = 
 = 30.00
[kips]

Fillet weld length - double fillet
L
 = 
 = 5.025
[in]

Shear resistance provided
φ Fn
 = φ Rn x L
 = 38.22
[kips]

ratio
 = 0.79
 > Vu
OK
 
 
Column Flexural Yielding
ratio = 113.68 / 146.53
0.78
PASS
 
Column Flange Bending Strength



See AISC DG4 Table 3.4 for all formulas to derive the following parameters
AISC DG4  Table 3.4


Tension bolt moment arm
h0
 = 13.705
[in]
h1
 = 10.015
[in]



*** Stiffened Column Flange Case ***

Column section
bfc
 = 8.010
[in]
tfc
 = 0.515
[in]

Fyc
 = 50.0
[ksi]
bolt gage g
 = 4.000
[in]

s
 = 2.830
[in]
c
 = 3.690
[in]

Stiffener plate thickness
ts
 = 0.500
[in]

psi
 = 1.595
[in]
pso
 = 1.595
[in]

Yc
 = 145.6
[in]

Flexure resistance factor-LRFD
φb
 = 0.90
AISC 14th  F1 (1)
Column flange bending strength
φb Mcf
 = φb Fyc t2fc Yc
 = 144.82
[kip-ft]
AISC DG4  Table 3.4


Flange force moment arm
dm
 = db - tfb
 = 11.860
[in]

Flange force required in tension
Puf_t
 = Pu  / 2 - Mu  / dm
 = 113.68
[kips]

Flange force provided by column flange bending
φ Rcf
 = φ Mcf / dm
 = 146.53
[kips]
AISC DG4 Eq 3.21
ratio
 = 0.78
 > Puf_t
OK
 
Column Web Yielding
           113.68 / 64.05
N/A
Flange force moment arm
dm
 = db - tfb
 = 11.860
[in]

Flange force in demand
Puf
 = max ( Puf_t  , Puf_c  )
 = 113.68
[kips]
AISC DG13  Eq 4.2-1


Column section
dc
 = 11.900
[in]
tfc
 = 0.515
[in]

twc
 = 0.295
[in]
kc
 = 1.020
[in]

Column yield strength
Fyc
 = 50.0
[ksi]

Distance from to top of column to top of beam flange
dend
 = 4.000
[in]

Top column reduction factor
Ct
 = 0.5
AISC DG4  Eq 3.24
Beam flange fillet weld size
w
 = 0.313
[in]
beam flange tfb
 = 0.440
[in]

Length of bearing
N
 = tfb + 2 w
 = 1.065
[in]
AISC DG4  Eq 3.24
End plate thickness
tp
 = 0.750
[in]

Column web yielding strength
Rn
 = Ct ( 6 kc + N + 2 tp ) Fyc twc
 = 64.05
[kips]
AISC DG4  Eq 3.24
Resistance factor-LRFD
φ
 = 1.00
AISC 14th  J10.2
φ Rn
 = 
 = 64.05
[kips]

Unbalanced force to be resisted by transverse stiffeners
Rs
 = Puf  -  φ Rn
 = 49.63
[kips]

 
Column Web Buckling
           88.68 / 33.86
N/A
Flange force moment arm
dm
 = db - tfb
 = 11.860
[in]

Flange force required in compression
Puf_c
 = Pu  / 2 - Mu  / dm
 = 88.68
[kips]



Column section
dc
 = 11.900
[in]
tfc
 = 0.515
[in]

twc
 = 0.295
[in]
kc
 = 1.020
[in]

h
 = dc - 2 kc
 = 9.860
[in]

Column yield strength
Fyc
 = 50.0
[ksi]
Ec
 = 29000
[ksi]



Distance from top of beam flange to top of column
dend-flg
 = 4.000
[in]
beam flange tfb
 = 0.440
[in]



Distance from center of flange force to top of column
dend-F
 = dend-flg + 0.5 tfb
 = 4.220
[in]

dend-F < dc /2 , Rn reduced by 50%
AISC 14th  J10.5
Top column reduction factor
Ct
 = 0.5
AISC 14th  J10.5


Column web buckling strength
Rn
 = 
Ct 24 t3wc Ec Fyc/h
 = 37.62
[kips]
AISC 14th  Eq J10-8
Resistance factor-LRFD
φ
 = 0.90
AISC 14th  J10.5
φ Rn
 = 
 = 33.86
[kips]

Unbalanced force to be resisted by transverse stiffeners
Rs
 = Puf_c -  φ Rn
 = 54.82
[kips]

 
Column Web Crippling
           88.68 / 53.46
N/A
Flange force moment arm
dm
 = db - tfb
 = 11.860
[in]

Flange force required in compression
Puf_c
 = Pu  / 2 - Mu  / dm
 = 88.68
[kips]



Column section
dc
 = 11.900
[in]
tfc
 = 0.515
[in]

twc
 = 0.295
[in]
kc
 = 1.020
[in]

Column yield strength
Fyc
 = 50.0
[ksi]
Ec
 = 29000
[ksi]



Beam flange fillet weld size
w
 = 0.313
[in]
beam flange tfb
 = 0.440
[in]

End plate thickness
tp
 = 0.750
[in]

Length of bearing
lb
 = tfb + 2 w + 2 tp
 = 2.565
[in]



Distance from top of column to top of beam flange
dend-flg
 = 
 = 4.000
[in]

Distance from top of column to center of flange force
dend-F
 = dend-flg + 0.5 tfb
 = 4.220
[in]



dend-F < dc /2  and  lb / dc =0.22 > 0.2, use Eq J10-5b
AISC 14th  Eq J10-5b
Column web crippling strength
Rn
 = 0.4t2wc[1+(
4 lb/dc
-0.2)(
twc/tfc
)1.5]x
 = 71.28
[kips]
AISC 14th  Eq J10-5b
(
Ec Fyc tfc/twc
)0.5

Resistance factor-LRFD
φ
 = 0.75
AISC 14th  J10.3
φ Rn
 = 
 = 53.46
[kips]

Unbalanced force to be resisted by transverse stiffeners
Rs
 = Puf_c -  φ Rn
 = 35.22
[kips]

 
Column Panel Zone Shear
ratio = 88.68 / 94.78
0.94
PASS


Panel zone shear force
Vp
 = Pf-TR - Pf-TL - Vs
 = 88.68
[kips]

Column section
dc
 = 11.900
[in]
twc
 = 0.295
[in]

Ac
 = 11.700
[in2]
Fyc
 = 50.0
[ksi]

Column axial compression - user input
Pr
 = 
 = 0.00
[kips]

Pc
 = Py = Fyc Ac
 = 585.00
[kips]
AISC 14th  J10.6
Pr  ≤ 0.4 Pc  , use Eq J10-9
AISC 14th  Eq J10-9
Web panel zone capacity
Rn
 = 0.6 Fyc dc twc
 = 105.32
[kips]
AISC 14th  Eq J10-9
Resistance factor-LRFD
φ
 = 0.90
AISC 14th  J10.6
φ Rn
 = 
 = 94.78
[kips]

ratio
 = 0.94
 > Vp
OK
 
 
Stiffener Geometry Restriction
PASS
Stiffener plate width
bs
 = 3.075
[in]
depth ds
 = 10.870
[in]

Stiffener plate thickness
ts
 = 0.500
[in]

Column flange thickness
tfc
 = 0.515
[in]
column depth dc
 = 11.900
[in]

Beam flange thickness
tfb
 = 0.440
[in]

Min Stiffener Plate Thickness


Min stiffener plate thickness
tsmin
 = max ( tfb / 2 , bs / 16 )
 = 0.220
[in]
AISC 14th  J10.8 (2)
Stiffener plate thickness
ts
 = 
 = 0.500
[in]

 > tsmin
OK
Min Stiffener Plate Depth


Min stiffener plate depth
dsmin
 = ( dc - 2 tfc ) / 2
 = 5.435
[in]
AISC 14th  J10.8 (3)
Stiffener plate depth
ds
 = 
 = 10.870
[in]

 > dsmin
OK
 
Stiffener Yield at Column Flange
ratio = 54.82 / 104.63
0.52
PASS
Stiffener plate width
bs
 = 3.075
[in]
thickness ts
 = 0.500
[in]

Stiffener plate corner clip
clip
 = 
 = 0.750
[in]
AISC 14th  Page 8-18
Stiffener plate yield strength
Fy
 = 
 = 50.0
[ksi]

Stiffener plate cross sect area
Ast
 = ( bs - clip ) ts
 = 1.163
[in2]

Trans stiffener strength required
Rs
 = 
 = 54.82
[kips]

Trans stiffener strength provided
Rn
 = Fy x 2 x Ast
 = 116.25
[kips]
AISC 14th  Eq J4-1
Bolt resistance factor-LRFD
φ
 = 0.90
AISC 14th  Eq J4-1
φ Rn
 = 
 = 104.63
[kips]

ratio
 = 0.52
 > Rs
OK
 
Stiffener Shear at Column Web
ratio = 54.82 / 281.10
0.20
PASS
Stiffener plate depth
ds
 = 10.870
[in]
thickness ts
 = 0.500
[in]

Stiffener plate corner clip
clip
 = 
 = 0.750
[in]
AISC 14th  Page 8-18
Stiffener plate yield strength
Fy
 = 
 = 50.0
[ksi]

Stiffener plate cross sect area
Agv
 = ( ds - 2 x clip ) ts
 = 4.685
[in2]

Trans stiffener strength required
Rs
 = 
 = 54.82
[kips]

Trans stiffener strength provided
Rn
 = 2 x 0.6 x Fy x Agv
 = 281.10
[kips]
AISC 14th  Eq J4-3
Bolt resistance factor-LRFD
φ
 = 1.00
AISC 14th  Eq J4-3
φ Rn
 = 
 = 281.10
[kips]

ratio
 = 0.20
 > Rs
OK
 
Stiffener Compression
ratio = 54.82 / 82.86
0.66
PASS
Stiffener plate width
bs
 = 3.075
[in]
thickness ts
 = 0.500
[in]

Stiffener plate depth
ds
 = d - 2 tf
 = 10.870
[in]

Stiffener plate corner clip
clip
 = 
 = 0.750
[in]
AISC 14th  Page 8-18
Stiffener plate yield strength
Fy
 = 50.0
[ksi]
E
 = 29000
[ksi]

Stiffener plate cross sect area
Ast
 = ( bs - clip ) ts
 = 1.163
[in2]

Stiffener plate unbraced length
L
 = ds = d - 2 tf
 = 10.870
[in]



Plate radius of gyration
r
 = ts / 12
 = 0.144
[in]

Stiffener plate slenderness
KL/r
 = 0.75 x L  / r
 = 56.48

Elastic buckling stress
Fe
 = 
π2 E/( KL/r )2
 = 89.72
[ksi]
AISC 14th  Eq E3-4
when  
KL/r
  ≤   4.71 (
E/Fy
) 0.5 = 113.43
AISC 14th  E3
Critical stress
Fcr
 = 0.658 ( Fy / Fe )   Fy
 = 39.60
[ksi]
AISC 14th  Eq E3-2


Trans stiffener strength required
Rs
 = 
 = 54.82
[kips]

Trans stiffener strength provided
Rn
 = 2 x Fcr x Ast
 = 92.06
[kips]
AISC 14th  Eq E3-1
Bolt resistance factor-LRFD
φ
 = 0.90
AISC 14th  E1
φ Rn
 = 
 = 82.86
[kips]

ratio
 = 0.66
 > Rs
OK
 
Stiffener to Column Flange Fillet Weld Limitation
PASS
Min Fillet Weld Size


Thinner part joined thickness
t
 = 
 = 0.500
[in]

Min fillet weld size allowed
wmin
 = 
 = 0.188
[in]
AISC 14th  Table J2.4
Fillet weld size provided
w
 = 
 = 0.375
[in]

 > wmin
OK
Min Fillet Weld Length


Fillet weld size provided
w
 = 
 = 0.375
[in]

Min fillet weld length allowed
Lmin
 = 4 x w
 = 1.500
[in]
AISC 14th  J2.2b
Min fillet weld length
L
 = 0.5 bfc - k1c
 = 3.130
[in]

 > Lmin
OK
Min Stiffener to Column Flange Fillet Weld Size


Stiffener plate to column flange fillet weld to develop the yield strength of the stiffener plate
AISC DG13  Eq 4.3-6
Shear resistance factor-LRFD
φv
 = 0.90
AISC 14th  G1
Fillet weld shear strength
φ Rn-w
 = 
 = 1.392
[kip/in]
AISC 14th  Eq 8-2a
Fillet weld strength φ Rn-w x 1.5 x 2 to account for 90° load angle when it's in tension and double fillet
Stiffener plate thickness
ts
 = 0.500
[in]
Fy
 = 50.0
[ksi]

Min double fillet weld size to match stiffener plate yield strength
Dmin
 = φv Fy ts / ( φ Rn-w x 1.5 x 2 )
 = 5.389
[1/16 "]

Fillet weld size provided
D
 = 
 = 6.000
[1/16 "]

 > Dmin
OK
 
Stiffener to Column Web Fillet Weld Limitation
PASS
Min Fillet Weld Size


Thinner part joined thickness
t
 = 
 = 0.295
[in]

Min fillet weld size allowed
wmin
 = 
 = 0.188
[in]
AISC 14th  Table J2.4
Fillet weld size provided
w
 = 
 = 0.250
[in]

 > wmin
OK
Min Fillet Weld Length


Fillet weld size provided
w
 = 
 = 0.250
[in]

Min fillet weld length allowed
Lmin
 = 4 x w
 = 1.000
[in]
AISC 14th  J2.2b
Min fillet weld length
L
 = dc - 2 x tfc - 2 x clip
 = 9.370
[in]

 > Lmin
OK
 
Stiffener Weld Strength at Column Flange
ratio = 54.82 / 152.59
0.36
PASS
Stiffener to Column Flange Weld Length Calc


Column section
bfc
 = 8.010
[in]
k1c
 = 0.875
[in]

Stiffener plate corner clip
clip
 = 0.750
[in]

Stiffener to column flange weld length - double fillet
L
 = ( 0.5 bfc - k1c ) x 2 stiffener
 = 6.260
[in]

 
Trans stiffener strength required
Rs
 = 
 = 54.82
[kips]

 
Fillet Weld Strength Check



Fillet weld leg size
w
 = 38
[in]
load angle θ
 = 90.0
[°]

Electrode strength
FEXX
 = 70.0
[ksi]
strength coeff C1
 = 1.00
AISC 14th  Table 8-3
Number of weld line
n
 = 2   for double fillet

Load angle coefficient
C2
 = ( 1 + 0.5 sin1.5 θ )
 = 1.50
AISC 14th  Page 8-9
Fillet weld shear strength
Rn-w
 = 0.6 (C1 x 70 ksi) 0.707 w n C2
 = 33.406
[kip/in]
AISC 14th  Eq 8-1


Base metal - stiffener plate
thickness t
 = 0.500
[in]
tensile Fu
 = 65.0
[ksi]

Base metal - stiffener plate is in tension, tensile rupture as per AISC 14th  Eq J4-2 is checked
AISC 14th  J2.4
Base metal tensile rupture
Rn-b
 = Fu t
 = 32.500
[kip/in]
AISC 14th  Eq J4-2


Double fillet linear shear strength
Rn
 = min ( Rn-w , Rn-b )
 = 32.500
[kip/in]
AISC 14th  Eq 9-2
Resistance factor-LRFD
φ
 = 0.75
AISC 14th  Eq 8-1
φ Rn
 = 
 = 24.375
[kip/in]



Shear resistance required
Rs
 = 
 = 54.82
[kips]

Fillet weld length - double fillet
L
 = 
 = 6.260
[in]

Shear resistance provided
φ Fn
 = φ Rn x L
 = 152.59
[kips]

ratio
 = 0.36
 > Rs
OK
 
Stiffener Weld Strength at Column Web
ratio = 54.82 / 208.67
0.26
PASS
Stiffener to Column Web Weld Length Calc


Column section
dc
 = 11.900
[in]
tfc
 = 0.515
[in]

Stiffener plate corner clip
clip
 = 0.750
[in]

Stiffener to column web weld length - double fillet
L
 = (dc - 2 x tfc - 2 x clip) x 2 stiffener
 = 18.740
[in]

 
Trans stiffener strength required
Rs
 = 
 = 54.82
[kips]

 
Fillet Weld Strength Check



Fillet weld leg size
w
 = 14
[in]
load angle θ
 = 0.0
[°]

Electrode strength
FEXX
 = 70.0
[ksi]
strength coeff C1
 = 1.00
AISC 14th  Table 8-3
Number of weld line
n
 = 2   for double fillet

Load angle coefficient
C2
 = ( 1 + 0.5 sin1.5 θ )
 = 1.00
AISC 14th  Page 8-9
Fillet weld shear strength
Rn-w
 = 0.6 (C1 x 70 ksi) 0.707 w n C2
 = 14.847
[kip/in]
AISC 14th  Eq 8-1


Base metal - stiffener plate
thickness t
 = 0.500
[in]
tensile Fu
 = 65.0
[ksi]

Base metal - stiffener plate is in shear, shear rupture as per AISC 14th  Eq J4-4 is checked
AISC 14th  J2.4
Base metal shear rupture
Rn-b
 = 0.6 Fu t
 = 19.500
[kip/in]
AISC 14th  Eq J4-4


Double fillet linear shear strength
Rn
 = min ( Rn-w , Rn-b )
 = 14.847
[kip/in]
AISC 14th  Eq 9-2
Resistance factor-LRFD
φ
 = 0.75
AISC 14th  Eq 8-1
φ Rn
 = 
 = 11.135
[kip/in]



Shear resistance required
Rs
 = 
 = 54.82
[kips]

Fillet weld length - double fillet
L
 = 
 = 18.740
[in]

Shear resistance provided
φ Fn
 = φ Rn x L
 = 208.67
[kips]

ratio
 = 0.26
 > Rs
OK