Result Summary - Overall
Moment Connection - Beam to Column
Code=AISC 360-16 LRFD
Result Summary - Overall
geometries & weld limitations = FAIL
limit states max ratio 
= 0.96
PASS
 
Right Beam to Column
geometries & weld limitations = FAIL
limit states max ratio 
= 0.96
PASS

 
Left Beam to Column
geometries & weld limitations = FAIL
limit states max ratio 
= 0.92
PASS
 
 
Sketch
Moment Connection - Beam to Column
Code=AISC 360-16 LRFD
 
 
 
 
 
Beam Flange Force Calc
Beam Flange Force - Right Side Beam

Beam section
db
 = 23.900
[in]
tfb
 = 0.680
[in]

Flange plate thickness
tfp
 = 1.500
[in]

Flange force moment arm
dm
 = db + tfp
 = 25.400
[in]

User input load
axial PbR
 = 0.0
[kips]
moment MR
 = 278.30
[kip-ft]

Beam flange force - top
Pf-TR
 = PbR / 2 + MR / dm
 = 131.5
[kips]

Beam flange force - bottom
Pf-BR
 = PbR / 2 - MR / dm
 = -131.5
[kips]

Beam Flange Force - Left Side Beam

Beam section
db
 = 23.900
[in]
tfb
 = 0.680
[in]

Flange plate thickness
tfp
 = 1.500
[in]

Flange force moment arm
dm
 = db + tfp
 = 25.400
[in]

User input load
axial PbL
 = 0.0
[kips]
moment ML
 = 278.30
[kip-ft]

Beam flange force - top
Pf-TL
 = PbL / 2 - ML / dm
 = -131.5
[kips]

Beam flange force - bottom
Pf-BL
 = PbL / 2 + ML / dm
 = 131.5
[kips]

Panel Zone Shear Force Calc

Column story shear
Vs
 = from user input
 = 159.0
[kips]

Panel zone shear force
Vp
 = Pf-TR - Pf-TL - Vs
 = 104.0
[kips]

 
Seismic Moment and Beam Flange Force Calc
 
Seismic Force Calc - Right Side Beam

Beam steel strength
Fy
 = 50.0
[ksi]
Fu
 = 65.0
[ksi]

Beam sect W24X76
Zx
 = 200.00
[in3]

Beam ratio of expected/min yield stress
Ry
 = 1.10
AISC 341-16  Table A3.1
 
Cpr
 = min (1.2,
Fy + Fu/2 Fy
)
 = 1.15
AISC 358-16 Eq 2.4.3-2
Probable max M at plastic hinge
Mpr
 = Cpr Ry Fy Zx
 = 1054.2
[kip-ft]
AISC 358-16 Eq 2.4.3-1
M at plastic hinge for column panel zone shear calc
Mh
 = Ry Fy Zx
 = 916.7
[kip-ft]


Beam sect W24X76
d
 = 23.900
[in]
bf
 = 8.990
[in]

tf
 = 0.680
[in]


Flange plate first bolt to column face dist & bolt spacing
S1
 = 4.500
[in]
s
 = 3.000
[in]

Flange plate no of bolt
n
 = 14

Dist from column face to plastic hinge
Sh
 = S1 + s ( n/2 -1 )
 = 22.500
[in]
AISC 358-16  Eq 7.6-5
 
Beam clear span between column flange
L
 = from user input
 = 345.00
[in]

Dist between beam 2 end plastic hinges
Lh
 = Lc - 2 Sh
 = 300.00
[in]


Factored gravity UDL on beam
wg
 = from user input
 = 1.15
[kip/ft]
AISC 358-16  6.10.1
Beam shear due to gravity
Vg
 = wg Lh / 2
 = 14.4
[kips]
AISC 358-16  6.10.1
Probable max shear at plastic hinge
Vh
 = 2 Mpr / Lh + Vg
 = 98.7
[kips]
AISC 358-16 Eq 6.10-2
Probable max shear at column face
Vc
 = Vh + wg Sh
 = 100.9
[kips]

 
Probable max M at column face
Mf
 = Mpr + Vh x Sh
 = 1239.2
[kip-ft]
AISC 358-16 Eq 6.10-1

Flange plate thickness
tp
 = from user input
 = 1.500
[in]

Moment arm between flange plates
dm
 = d + tp
 = 25.400
[in]
AISC 358-16 Eq 7.6-7
 
Factored beam flange force
Ffu
 = Mf / dm
 = 585.5
[kips]
AISC 358-16 Eq. 6.10-6

 
Probable seismic moment at column face which will be used in column panel zone shear calculation
 
Moment at plastic hinge
Mh
 = Ry Fy Zx
 = 916.7
[kip-ft]

Shear at plastic hinge
Vh
 = 2 Mh / Lh + Vg
 = 87.71
[kips]

Moment at column face
Mc
 = Mpr + Vh x Sh
 = 1081.1
[kip-ft]

 
Seismic Force Calc - Left Side Beam

Beam steel strength
Fy
 = 50.0
[ksi]
Fu
 = 65.0
[ksi]

Beam sect W24X76
Zx
 = 200.00
[in3]

Beam ratio of expected/min yield stress
Ry
 = 1.10
AISC 341-16  Table A3.1
 
Cpr
 = min (1.2,
Fy + Fu/2 Fy
)
 = 1.15
AISC 358-16 Eq 2.4.3-2
Probable max M at plastic hinge
Mpr
 = Cpr Ry Fy Zx
 = 1054.2
[kip-ft]
AISC 358-16 Eq 2.4.3-1
M at plastic hinge for column panel zone shear calc
Mh
 = Ry Fy Zx
 = 916.7
[kip-ft]


Beam sect W24X76
d
 = 23.900
[in]
bf
 = 8.990
[in]

tf
 = 0.680
[in]


Flange plate first bolt to column face dist & bolt spacing
S1
 = 4.500
[in]
s
 = 3.000
[in]

Flange plate no of bolt
n
 = 14

Dist from column face to plastic hinge
Sh
 = S1 + s ( n/2 -1 )
 = 22.500
[in]
AISC 358-16  Eq 7.6-5
 
Beam clear span between column flange
L
 = from user input
 = 345.00
[in]

Dist between beam 2 end plastic hinges
Lh
 = Lc - 2 Sh
 = 300.00
[in]


Factored gravity UDL on beam
wg
 = from user input
 = 1.15
[kip/ft]
AISC 358-16  6.10.1
Beam shear due to gravity
Vg
 = wg Lh / 2
 = 14.4
[kips]
AISC 358-16  6.10.1
Probable max shear at plastic hinge
Vh
 = 2 Mpr / Lh + Vg
 = 70.0
[kips]
AISC 358-16 Eq 6.10-2
Probable max shear at column face
Vc
 = Vh + wg Sh
 = 67.8
[kips]

 
Probable max M at column face
Mf
 = Mpr + Vh x Sh
 = 1185.3
[kip-ft]
AISC 358-16 Eq 6.10-1

Flange plate thickness
tp
 = from user input
 = 1.500
[in]

Moment arm between flange plates
dm
 = d + tp
 = 25.400
[in]
AISC 358-16 Eq 7.6-7
 
Factored beam flange force
Ffu
 = Mf / dm
 = 560.0
[kips]
AISC 358-16 Eq. 6.10-6

 
Probable seismic moment at column face which will be used in column panel zone shear calculation
 
Moment at plastic hinge
Mh
 = Ry Fy Zx
 = 916.7
[kip-ft]

Shear at plastic hinge
Vh
 = 2 Mh / Lh - Vg
 = 58.96
[kips]

Moment at column face
Mc
 = Mh + Vh x Sh
 = 1027.2
[kip-ft]

 
Seismic Column Panel Zone Shear Force Calc

Seismic moment at right column face
MR
 = from above calc
 = 1081.1
[kip-ft]

Seismic moment at left column face
ML
 = from above calc
 = 1027.2
[kip-ft]

 
Calculate Story Shear
Assume column inflection point is at the mid height of story above and below beam
 
Column story height above/below beam
ht
 = 150.0
[in]
hb
 = 168.0
[in]

 
Story shear
Vs
 = 
MR + ML/0.5( ht + hb )
 = 159.1
[kips]

 
Calculate Column Panel Zone Shear
 
Moment arm between flange plates
dm
 = d + tp
 = 25.400
[in]
AISC 358-16 Eq 7.6-7
 
Column panel zone shear force
Vp
 = ( MR + ML ) / dm - Vs
 = 836.9
[kips]

 
 
 
Right Beam to Column
MC Connection
Code=AISC 360-16 LRFD
Result Summary
geometries & weld limitations = FAIL
limit states max ratio 
= 0.96
PASS
 
 
Geometry Restriction Checks - Flange Plate
PASS
Min Bolt Edge Distance - Flange Plate

Bolt diameter
db
 = 
 = 0.875
[in]

Min edge distance allowed
Le-min
 = 
 = 1.125
[in]
AISC 15th  Table J3.4
Min edge distance in Flange Plate
Le
 = 
 = 1.745
[in]

 ≥ Le-min
OK
Min Bolt Spacing - Flange Plate

Bolt diameter
db
 = 
 = 0.875
[in]

Min bolt spacing allowed
Ls-min
 = 2.667 db
 = 2.333
[in]
AISC 15th  J3.3
Min Bolt spacing in Flange Plate
Ls
 = 
 = 3.000
[in]

 ≥ Ls-min
OK
 
Geometry Restriction Checks - Web Plate
PASS
Min Bolt Edge Distance - Web Plate

Bolt diameter
db
 = 
 = 0.875
[in]

Min edge distance allowed
Le-min
 = 
 = 1.125
[in]
AISC 15th  Table J3.4
Min edge distance in Web Plate
Le
 = 
 = 1.500
[in]

 ≥ Le-min
OK
Min Bolt Spacing - Web Plate

Bolt diameter
db
 = 
 = 0.875
[in]

Min bolt spacing allowed
Ls-min
 = 2.667 db
 = 2.333
[in]
AISC 15th  J3.3
Min Bolt spacing in Web Plate
Ls
 = 
 = 3.000
[in]

 ≥ Ls-min
OK
 
Fillet Weld Limitation Checks - Web Plate
PASS
Min Fillet Weld Size

Thinner part joined thickness
t
 = 
 = 0.375
[in]

Min fillet weld size allowed
wmin
 = 
 = 0.188
[in]
AISC 15th  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 15th  J2.2b
Min fillet weld length
L
 = 
 = 15.000
[in]

 ≥ Lmin
OK
 
 
Web Plate Weld Strength
ratio = 24.5 / 164.5
= 0.15
PASS
Shear force in demand
Vu
 = 
 = 24.5
[kips]

Fillet weld length - double fillet
L
 = 
 = 15.000
[in]

 
Fillet Weld Strength Check


Fillet weld leg size
w
 = 1⁄4
[in]
load angle θ
 = 0.0
[°]

Electrode strength
FEXX
 = 70.0
[ksi]
strength coeff C1
 = 1.00
AISC 15th  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 15th  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 15th  Eq 8-1

Base metal - web plate
thickness t
 = 0.375
[in]
tensile Fu
 = 65.0
[ksi]

Base metal - web plate is in shear, shear rupture as per AISC 15th  Eq J4-4 is checked
AISC 15th  J2.4
Base metal shear rupture
Rn-b
 = 0.6 Fu t
 = 14.625
[kip/in]
AISC 15th  Eq J4-4

Double fillet linear shear strength
Rn
 = min ( Rn-w , Rn-b )
 = 14.625
[kip/in]
AISC 15th  Eq 9-2
 
Resistance factor-LRFD
φ
 = 0.75
AISC 15th  Eq 8-1
φ Rn
 = 
 = 10.969
[kip/in]


Shear resistance required
Vu
 = 
 = 24.5
[kips]

Fillet weld length - double fillet
L
 = 
 = 15.000
[in]

Shear resistance provided
φ Fn
 = φ Rn x L
 = 164.5
[kips]

ratio
 = 0.15
 > Vu
OK
 
 
Flange Plate - Bolt Shear
ratio = 139.7 / 530.4
= 0.26
PASS
Flange force moment arm
dm
 = db
 = 23.900
[in]

Beam flange force as shear
Vu
 = Pb / 2 + M / dm
 = 139.7
[kips]


Bolt shear stress
bolt grade
 = A490-X
Fnv
 = 84.0
[ksi]
AISC 15th  Table J3.2
bolt dia db
 = 0.875
[in]
bolt area Ab
 = 0.601
[in2]

Number of bolt carried shear
ns
 = 14.0
shear plane m
 = 1

Bolt group eccentricity coefficient
Cec
 = 
 = 1.000

Required shear strength
Vu
 = 
 = 139.7
[kips]

Bolt shear strength
Rn
 = Fnv Ab ns m Cec
 = 707.2
[kips]
AISC 15th  Eq J3-1
Bolt resistance factor-LRFD
φ
 = 0.75
AISC 15th  Eq J3-1
φ Rn
 = 
 = 530.4
[kips]

ratio
 = 0.26
 > Vu
OK
 
Flange Plate - Bolt Bearing
ratio = 131.5 / 530.4
= 0.25
PASS
Flange force moment arm
dm
 = db + tp
 = 25.400
[in]

Beam flange force as shear
Vu
 = Pb / 2 + M / dm
 = 131.5
[kips]


Single Bolt Shear Strength

Bolt shear stress
bolt grade
 = A490-X
Fnv
 = 84.0
[ksi]
AISC 15th  Table J3.2
bolt dia db
 = 0.875
[in]
bolt area Ab
 = 0.601
[in2]

Single bolt shear strength
Rn-bolt
 = Fnv Ab
 = 50.5
[kips]
AISC 15th  Eq J3-1
Bolt Bearing/TearOut Strength on Plate


Bolt hole diameter
bolt dia db
 = 7⁄8
[in]
bolt hole dia dh
 = 15⁄16
[in]
AISC 15th  Table J3.3
Bolt spacing & edge distance
spacing Ls
 = 3.000
[in]
edge distance Le
 = 1.750
[in]

Plate tensile strength
Fu
 = 65.0
[ksi]

Plate thickness
t
 = 1.500
[in]

Interior Bolt


Bolt hole edge clear distance
Lc
 = Ls - dh
 = 2.063
[in]

Bolt tear out/bearing strength
Rn-t&b-in
 = 1.2 Lc t Fu ≤ 2.4 db t Fu
AISC 15th  Eq J3-6a
 = 241.3 ≤ 204.8
 = 204.8
[kips]

Bolt strength at interior
Rn-in
 = min ( Rn-t&b-in , Rn-bolt )
 = 50.5
[kips]

Edge Bolt


Bolt hole edge clear distance
Lc
 = Le - dh / 2
 = 1.281
[in]

Bolt tear out/bearing strength
Rn-t&b-ed
 = 1.2 Lc t Fu ≤ 2.4 db t Fu
AISC 15th  Eq J3-6a
 = 149.9 ≤ 204.8
 = 149.9
[kips]

Bolt strength at edge
Rn-ed
 = min ( Rn-t&b-ed , Rn-bolt )
 = 50.5
[kips]


Number of bolt
interior nin
 = 12
edge ned
 = 2

Bolt bearing strength for all bolts
Rn
 = nin Rn-in + ned Rn-ed
 = 707.2
[kips]

Required shear strength
Vu
 = 
 = 131.5
[kips]

Bolt resistance factor-LRFD
φ
 = 0.75
AISC 15th  J3-10
φ Rn
 = 
 = 530.4
[kips]

ratio
 = 0.25
 > Vu
OK
 
Flange Plate - Block Shear - 2 Side Strips
ratio = 131.5 / 1345.5
= 0.10
PASS
Flange force moment arm
dm
 = db + tp
 = 25.400
[in]

Flange force - tension
Pu
 = Pb / 2 + M / dm
 = 131.5
[kips]

Plate Block Shear - 2 Side Strips


Bolt hole diameter
bolt dia db
 = 7⁄8
[in]
bolt hole dia dh
 = 1
[in]
AISC 15th  B4.3b
Plate thickness
tp
 = 1.500
[in]

Plate strength
Fy
 = 50.0
[ksi]
Fu
 = 65.0
[ksi]

Bolt no in ver & hor dir
nv
 = 2
nh
 = 7

Bolt spacing in ver & hor dir
sv
 = 5.500
[in]
sh
 = 3.000
[in]

Bolt edge dist in ver & hor dir
ev
 = 1.750
[in]
eh
 = 1.750
[in]


Gross area subject to shear
Agv
 = [ (nh - 1) sh + eh ] tp x 2
 = 59.250
[in2]

Net area subject to shear
Anv
 = Agv - [(nh - 1)+ 0.5] dh tp x2
 = 39.750
[in2]

Net area subject to tension
when sheared out by 2 side strips
Ant
 = ( ev - 0.5 dh ) tp x 2
 = 3.750
[in2]


Block shear strength required
Vu
 = 
 = 131.5
[kips]

Uniform tension stress factor
Ubs
 = 1.00
AISC 15th  Fig C-J4.2
Bolt shear resistance provided
Rn
 = min (0.6Fu Anv , 0.6Fy Agv ) +
 = 1794.0
[kips]
AISC 15th  Eq J4-5
Ubs Fu Ant

Resistance factor-LRFD
φ
 = 0.75
AISC 15th  Eq J4-5
φ Rn
 = 
 = 1345.5
[kips]

ratio
 = 0.10
 > Vu
OK
 
Flange Plate - Block Shear - Center Strip
ratio = 131.5 / 1491.8
= 0.09
PASS
Flange force moment arm
dm
 = db + tp
 = 25.400
[in]

Flange force - tension
Pu
 = Pb / 2 + M / dm
 = 131.5
[kips]

Plate Block Shear - Center Strip


Bolt hole diameter
bolt dia db
 = 7⁄8
[in]
bolt hole dia dh
 = 1
[in]
AISC 15th  B4.3b
Plate thickness
tp
 = 1.500
[in]

Plate strength
Fy
 = 50.0
[ksi]
Fu
 = 65.0
[ksi]

Bolt no in ver & hor dir
nv
 = 2
nh
 = 7

Bolt spacing in ver & hor dir
sv
 = 5.500
[in]
sh
 = 3.000
[in]

Bolt edge dist in ver & hor dir
ev
 = 1.750
[in]
eh
 = 1.750
[in]


Gross area subject to shear
Agv
 = [ (nh - 1) sh + eh ] tp x 2
 = 59.250
[in2]

Net area subject to shear
Anv
 = Agv - [(nh - 1)+ 0.5] dh tp x2
 = 39.750
[in2]

Net area subject to tension
when sheared out by center strip
Ant
 = ( nv - 1) ( sv - dh ) tp
 = 6.750
[in2]


Block shear strength required
Vu
 = 
 = 131.5
[kips]

Uniform tension stress factor
Ubs
 = 1.00
AISC 15th  Fig C-J4.2
Bolt shear resistance provided
Rn
 = min (0.6Fu Anv , 0.6Fy Agv ) +
 = 1989.0
[kips]
AISC 15th  Eq J4-5
Ubs Fu Ant

Resistance factor-LRFD
φ
 = 0.75
AISC 15th  Eq J4-5
φ Rn
 = 
 = 1491.8
[kips]

ratio
 = 0.09
 > Vu
OK
 
Flange Plate - Tensile Yielding
ratio = 131.5 / 607.5
= 0.22
PASS
Flange force moment arm
dm
 = db + tp
 = 25.400
[in]

Flange force - tension
Pu
 = Pb / 2 + M / dm
 = 131.5
[kips]

Plate Tensile Yielding Check


Plate size
width bp
 = 9.000
[in]
thickness tp
 = 1.500
[in]

Plate yield strength
Fy
 = 50.0
[ksi]

Plate gross area in shear
Ag
 = bp tp
 = 13.500
[in2]

Tensile force required
Pu
 = 
 = 131.5
[kips]

Plate tensile yielding strength
Rn
 = Fy Ag
 = 675.0
[kips]
AISC 15th  Eq J4-1
Resistance factor-LRFD
φ
 = 0.90
AISC 15th  Eq J4-1
φ Rn
 = 
 = 607.5
[kips]

ratio
 = 0.22
 > Pu
OK
 
Flange Plate - Tensile Rupture
ratio = 131.5 / 511.9
= 0.26
PASS
Flange force moment arm
dm
 = db + tp
 = 25.400
[in]

Flange force - tension
Pu
 = Pb / 2 + M / dm
 = 131.5
[kips]

Plate Tensile Rupture Check


Bolt hole diameter
bolt dia db
 = 7⁄8
[in]
bolt hole dia dh
 = 1
[in]
AISC 15th  B4.3b
Number of bolt
n
 = 2

Plate size
width bp
 = 9.000
[in]
thickness tp
 = 1.500
[in]

Plate tensile strength
Fu
 = 65.0
[ksi]

Plate net area in tension
Ant
 = ( bp - n dh ) tp
 = 10.500
[in2]

Tensile force required
Pu
 = 
 = 131.5
[kips]

Plate tensile rupture strength
Rn
 = Fu Ant
 = 682.5
[kips]
AISC 15th  Eq J4-2
Resistance factor-LRFD
φ
 = 0.75
AISC 15th  Eq J4-2
φ Rn
 = 
 = 511.9
[kips]
AISC 15th  Eq J4-2
ratio
 = 0.26
 > Pu
OK
 
Flange Plate - Compression
ratio = 131.5 / 607.5
= 0.22
PASS
Flange force moment arm
dm
 = db + tp
 = 25.400
[in]

Flange force - compression
Pu
 = Pb / 2 + M / dm
 = 131.5
[kips]

Plate Compression Check


Plate size
width bp
 = 9.000
[in]
thickness tp
 = 1.500
[in]

Fy
 = 50.0
[ksi]
E
 = 29000
[ksi]

Plate gross area in compression
Ag
 = bp tp
 = 13.500
[in2]


Plate radius of gyration
r
 = tp / √12
 = 0.433
[in]

Plate effective length factor
K
 = 
 = 0.65
Plate unbraced length
Lu
 = 
 = 4.500
[in]

Plate slenderness
KL/r
 = 0.65 x Lu  / r
 = 6.75

Plate compression required
Pu
 = 
 = 131.5
[kips]


when  
KL/r
  ≤  25
AISC 15th  J4.4 (a)
Plate compression provided
Rn
 = Fy x Ag
 = 675.0
[kips]
AISC 15th  Eq J4-6
Resistance factor-LRFD
φ
 = 0.90
AISC 15th  J4.4 (a)
φ Rn
 = 
 = 607.5
[kips]

ratio
 = 0.22
 > Pu
OK
 
Flange Plate - Slip Critical
ratio = 139.7 / 232.6
= 0.60
PASS
Flange force moment arm
dm
 = db
 = 23.900
[in]

Beam flange force as shear
Vu
 = Pb / 2 + M / dm
 = 139.7
[kips]


Bolt dia & bolt pretension
dia db
 = 7⁄8
[in]
Pretension Tb
 = 49.0
[kips]
AISC 15th  Table J3.1
Surface class
 = Class A
Slip coeff. μ
 = 0.30
AISC 15th  J3.8
Min. bolt pretension
Du
 = 1.13
Filler factor hf
 = 1.00
AISC 15th  J3.8
No of bolt row & column
nr
 = 2
nc
 = 7

No of slip plane
ns
 = 1

Bolt group eccentricity coefficient
Cec
 = 
 = 1.000

Required shear strength
Vu
 = 
 = 139.7
[kips]

Slip resistance
Rn
 = μ Du hf Tb ns nr nc Cec
 = 232.6
[kips]
AISC 15th  Eq J3-4
Resistance factor-LRFD
φ
 = 1.00
for standard size or SSLT hole
AISC 15th  J3.8
φ Rn
 = 
 = 232.6
[kips]

ratio
 = 0.60
 > Vu
OK
 
 
Web Plate - Bolt Bearing
ratio = 24.5 / 120.0
= 0.20
PASS
Single Bolt Shear Strength

Bolt shear stress
bolt grade
 = A325-N
Fnv
 = 54.0
[ksi]
AISC 15th  Table J3.2
bolt dia db
 = 0.875
[in]
bolt area Ab
 = 0.601
[in2]

Single bolt shear strength
Rn-bolt
 = Fnv Ab
 = 32.5
[kips]
AISC 15th  Eq J3-1
Bolt Bearing/TearOut Strength on Plate


Bolt hole diameter
bolt dia db
 = 7⁄8
[in]
bolt hole dia dh
 = 15⁄16
[in]
AISC 15th  Table J3.3
Bolt spacing & edge distance
spacing Ls
 = 3.000
[in]
edge distance Le
 = 1.500
[in]

Plate tensile strength
Fu
 = 65.0
[ksi]

Plate thickness
t
 = 0.375
[in]

Interior Bolt


Bolt hole edge clear distance
Lc
 = Ls - dh
 = 2.063
[in]

Bolt tear out/bearing strength
Rn-t&b-in
 = 1.2 Lc t Fu ≤ 2.4 db t Fu
AISC 15th  Eq J3-6a
 = 60.3 ≤ 51.2
 = 51.2
[kips]

Bolt strength at interior
Rn-in
 = min ( Rn-t&b-in , Rn-bolt )
 = 32.5
[kips]

Edge Bolt


Bolt hole edge clear distance
Lc
 = Le - dh / 2
 = 1.031
[in]

Bolt tear out/bearing strength
Rn-t&b-ed
 = 1.2 Lc t Fu ≤ 2.4 db t Fu
AISC 15th  Eq J3-6a
 = 30.2 ≤ 51.2
 = 30.2
[kips]

Bolt strength at edge
Rn-ed
 = min ( Rn-t&b-ed , Rn-bolt )
 = 30.2
[kips]


Number of bolt
interior nin
 = 4
edge ned
 = 1

Bolt bearing strength for all bolts
Rn
 = nin Rn-in + ned Rn-ed
 = 160.0
[kips]

Required shear strength
Vu
 = 
 = 24.5
[kips]

Bolt resistance factor-LRFD
φ
 = 0.75
AISC 15th  J3-10
φ Rn
 = 
 = 120.0
[kips]

ratio
 = 0.20
 > Vu
OK
 
Web Plate - Shear Yielding
ratio = 24.5 / 168.8
= 0.15
PASS
Plate Shear Yielding Check


Plate size
width bp
 = 15.000
[in]
thickness tp
 = 0.375
[in]

Plate yield strength
Fy
 = 50.0
[ksi]

Plate gross area in shear
Agv
 = bp tp
 = 5.625
[in2]

Shear force required
Vu
 = 
 = 24.5
[kips]

Plate shear yielding strength
Rn
 = 0.6 Fy Agv
 = 168.8
[kips]
AISC 15th  Eq J4-3
Resistance factor-LRFD
φ
 = 1.00
AISC 15th  Eq J4-3
φ Rn
 = 
 = 168.8
[kips]

ratio
 = 0.15
 > Vu
OK
 
Web Plate - Shear Rupture
ratio = 24.5 / 109.7
= 0.22
PASS
Plate Shear Rupture Check


Bolt hole diameter
bolt dia db
 = 7⁄8
[in]
bolt hole dia dh
 = 1
[in]
AISC 15th  B4.3b
Number of bolt
n
 = 5

Plate size
width bp
 = 15.000
[in]
thickness tp
 = 0.375
[in]

Plate tensile strength
Fu
 = 65.0
[ksi]

Plate net area in shear
Anv
 = ( bp - n dh ) tp
 = 3.750
[in2]

Shear force required
Vu
 = 
 = 24.5
[kips]

Plate shear rupture strength
Rn
 = 0.6 Fu Anv
 = 146.3
[kips]
AISC 15th  Eq J4-4
Resistance factor-LRFD
φ
 = 0.75
AISC 15th  Eq J4-4
φ Rn
 = 
 = 109.7
[kips]

ratio
 = 0.22
 > Vu
OK
 
Web Plate - Slip Critical
ratio = 24.5 / 66.1
= 0.37
PASS
Bolt dia & bolt pretension
dia db
 = 7⁄8
[in]
Pretension Tb
 = 39.0
[kips]
AISC 15th  Table J3.1
Surface class
 = Class A
Slip coeff. μ
 = 0.30
AISC 15th  J3.8
Min. bolt pretension
Du
 = 1.13
Filler factor hf
 = 1.00
AISC 15th  J3.8
No of bolt row & column
nr
 = 5
nc
 = 1

No of slip plane
ns
 = 1

Bolt group eccentricity coefficient
Cec
 = 
 = 1.000

Required shear strength
Vu
 = 
 = 24.5
[kips]

Slip resistance
Rn
 = μ Du hf Tb ns nr nc Cec
 = 66.1
[kips]
AISC 15th  Eq J3-4
Resistance factor-LRFD
φ
 = 1.00
for standard size or SSLT hole
AISC 15th  J3.8
φ Rn
 = 
 = 66.1
[kips]

ratio
 = 0.37
 > Vu
OK
 
Web Plate - Block Shear - 1-Side Strip
ratio = 24.5 / 135.3
= 0.18
PASS
Plate Block Shear - Side Strip


Bolt hole diameter
bolt dia db
 = 7⁄8
[in]
bolt hole dia dh
 = 1
[in]
AISC 15th  B4.3b
Plate thickness
tp
 = 0.375
[in]

Plate strength
Fy
 = 50.0
[ksi]
Fu
 = 65.0
[ksi]

Bolt no in ver & hor dir
nv
 = 1
nh
 = 5

Bolt spacing in hor dir
sh
 = 3.000
[in]

Bolt edge dist in ver & hor dir
ev
 = 2.500
[in]
eh
 = 1.500
[in]


Gross area subject to shear
Agv
 = [ (nh - 1) sh + eh ] tp
 = 5.063
[in2]

Net area subject to shear
Anv
 = Agv - [ (nh - 1) + 0.5 ] dh tp
 = 3.375
[in2]

Net area subject to tension
Ant
 = ( ev - 0.5 dh ) tp
 = 0.750
[in2]


Block shear strength required
Vu
 = 
 = 24.5
[kips]

Uniform tension stress factor
Ubs
 = 1.00
AISC 15th  Fig C-J4.2
Bolt shear resistance provided
Rn
 = min (0.6Fu Anv , 0.6Fy Agv ) +
 = 180.4
[kips]
AISC 15th  Eq J4-5
Ubs Fu Ant

Resistance factor-LRFD
φ
 = 0.75
AISC 15th  Eq J4-5
φ Rn
 = 
 = 135.3
[kips]

ratio
 = 0.18
 > Vu
OK
 
 
Beam Flange - Bolt Shear
ratio = 139.7 / 530.4
= 0.26
PASS
Flange force moment arm
dm
 = db
 = 23.900
[in]

Beam flange force as shear
Vu
 = Pb / 2 + M / dm
 = 139.7
[kips]


Bolt shear stress
bolt grade
 = A490-X
Fnv
 = 84.0
[ksi]
AISC 15th  Table J3.2
bolt dia db
 = 0.875
[in]
bolt area Ab
 = 0.601
[in2]

Number of bolt carried shear
ns
 = 14.0
shear plane m
 = 1

Bolt group eccentricity coefficient
Cec
 = 
 = 1.000

Required shear strength
Vu
 = 
 = 139.7
[kips]

Bolt shear strength
Rn
 = Fnv Ab ns m Cec
 = 707.2
[kips]
AISC 15th  Eq J3-1
Bolt resistance factor-LRFD
φ
 = 0.75
AISC 15th  Eq J3-1
φ Rn
 = 
 = 530.4
[kips]

ratio
 = 0.26
 > Vu
OK
 
Beam Flange - Bolt Bearing
ratio = 143.8 / 530.4
= 0.27
PASS
Flange force moment arm
dm
 = db - tfb
 = 23.220
[in]

Beam flange force as shear
Vu
 = Pb / 2 + M / dm
 = 143.8
[kips]


Single Bolt Shear Strength

Bolt shear stress
bolt grade
 = A490-X
Fnv
 = 84.0
[ksi]
AISC 15th  Table J3.2
bolt dia db
 = 0.875
[in]
bolt area Ab
 = 0.601
[in2]

Single bolt shear strength
Rn-bolt
 = Fnv Ab
 = 50.5
[kips]
AISC 15th  Eq J3-1
Bolt Bearing/TearOut Strength on Plate


Bolt hole diameter
bolt dia db
 = 7⁄8
[in]
bolt hole dia dh
 = 15⁄16
[in]
AISC 15th  Table J3.3
Bolt spacing & edge distance
spacing Ls
 = 3.000
[in]
edge distance Le
 = 3.750
[in]

Plate tensile strength
Fu
 = 65.0
[ksi]

Plate thickness
t
 = 0.680
[in]

Interior Bolt


Bolt hole edge clear distance
Lc
 = Ls - dh
 = 2.063
[in]

Bolt tear out/bearing strength
Rn-t&b-in
 = 1.2 Lc t Fu ≤ 2.4 db t Fu
AISC 15th  Eq J3-6a
 = 109.4 ≤ 92.8
 = 92.8
[kips]

Bolt strength at interior
Rn-in
 = min ( Rn-t&b-in , Rn-bolt )
 = 50.5
[kips]

Edge Bolt


Bolt hole edge clear distance
Lc
 = Le - dh / 2
 = 3.281
[in]

Bolt tear out/bearing strength
Rn-t&b-ed
 = 1.2 Lc t Fu ≤ 2.4 db t Fu
AISC 15th  Eq J3-6a
 = 174.0 ≤ 92.8
 = 92.8
[kips]

Bolt strength at edge
Rn-ed
 = min ( Rn-t&b-ed , Rn-bolt )
 = 50.5
[kips]


Number of bolt
interior nin
 = 12
edge ned
 = 2

Bolt bearing strength for all bolts
Rn
 = nin Rn-in + ned Rn-ed
 = 707.2
[kips]

Required shear strength
Vu
 = 
 = 143.8
[kips]

Bolt resistance factor-LRFD
φ
 = 0.75
AISC 15th  J3-10
φ Rn
 = 
 = 530.4
[kips]

ratio
 = 0.27
 > Vu
OK
 
Beam Flange - Block Shear - 2 Side Strips
ratio = 143.8 / 689.2
= 0.21
PASS
Flange force moment arm
dm
 = db - tfb
 = 23.220
[in]

Beam flange force - tension
Vu
 = Pb / 2 + M / dm
 = 143.8
[kips]


Plate Block Shear - 2 Side Strips


Bolt hole diameter
bolt dia db
 = 7⁄8
[in]
bolt hole dia dh
 = 1
[in]
AISC 15th  B4.3b
Plate thickness
tp
 = 0.680
[in]

Plate strength
Fy
 = 50.0
[ksi]
Fu
 = 65.0
[ksi]

Bolt no in ver & hor dir
nv
 = 2
nh
 = 7

Bolt spacing in ver & hor dir
sv
 = 5.500
[in]
sh
 = 3.000
[in]

Bolt edge dist in ver & hor dir
ev
 = 1.745
[in]
eh
 = 3.750
[in]


Gross area subject to shear
Agv
 = [ (nh - 1) sh + eh ] tp x 2
 = 29.580
[in2]

Net area subject to shear
Anv
 = Agv - [(nh - 1)+ 0.5] dh tp x2
 = 20.740
[in2]

Net area subject to tension
when sheared out by 2 side strips
Ant
 = ( ev - 0.5 dh ) tp x 2
 = 1.693
[in2]


Block shear strength required
Vu
 = 
 = 143.8
[kips]

Uniform tension stress factor
Ubs
 = 1.00
AISC 15th  Fig C-J4.2
Bolt shear resistance provided
Rn
 = min (0.6Fu Anv , 0.6Fy Agv ) +
 = 918.9
[kips]
AISC 15th  Eq J4-5
Ubs Fu Ant

Resistance factor-LRFD
φ
 = 0.75
AISC 15th  Eq J4-5
φ Rn
 = 
 = 689.2
[kips]

ratio
 = 0.21
 > Vu
OK
 
 
Beam Web - Bolt Shear
ratio = 24.5 / 121.8
= 0.20
PASS
Bolt shear stress
bolt grade
 = A325-N
Fnv
 = 54.0
[ksi]
AISC 15th  Table J3.2
bolt dia db
 = 0.875
[in]
bolt area Ab
 = 0.601
[in2]

Number of bolt carried shear
ns
 = 5.0
shear plane m
 = 1

Bolt group eccentricity coefficient
Cec
 = 
 = 1.000

Required shear strength
Vu
 = 
 = 24.5
[kips]

Bolt shear strength
Rn
 = Fnv Ab ns m Cec
 = 162.4
[kips]
AISC 15th  Eq J3-1
Bolt resistance factor-LRFD
φ
 = 0.75
AISC 15th  Eq J3-1
φ Rn
 = 
 = 121.8
[kips]

ratio
 = 0.20
 > Vu
OK
 
Beam Web - Bolt Bearing
ratio = 24.5 / 121.8
= 0.20
PASS
Single Bolt Shear Strength

Bolt shear stress
bolt grade
 = A325-N
Fnv
 = 54.0
[ksi]
AISC 15th  Table J3.2
bolt dia db
 = 0.875
[in]
bolt area Ab
 = 0.601
[in2]

Single bolt shear strength
Rn-bolt
 = Fnv Ab
 = 32.5
[kips]
AISC 15th  Eq J3-1
Bolt Bearing/TearOut Strength on Plate


Bolt hole diameter
bolt dia db
 = 7⁄8
[in]
bolt hole dia dh
 = 15⁄16
[in]
AISC 15th  Table J3.3
Bolt spacing
spacing Ls
 = 3.000
[in]

Plate tensile strength
Fu
 = 65.0
[ksi]

Plate thickness
t
 = 0.440
[in]

Interior Bolt


Bolt hole edge clear distance
Lc
 = Ls - dh
 = 2.063
[in]

Bolt tear out/bearing strength
Rn-t&b-in
 = 1.2 Lc t Fu ≤ 2.4 db t m Fu
AISC 15th  Eq J3-6a
 = 70.8 ≤ 60.1
 = 60.1
[kips]

Bolt strength at interior
Rn-in
 = min ( Rn-t&b-in , Rn-bolt )
 = 32.5
[kips]


Number of bolt
interior nin
 = 5

Bolt bearing strength for all bolts
Rn
 = nin Rn-in
 = 162.4
[kips]

Required shear strength
Vu
 = 
 = 24.5
[kips]

Bolt resistance factor-LRFD
φ
 = 0.75
AISC 15th  J3-10
φ Rn
 = 
 = 121.8
[kips]

ratio
 = 0.20
 > Vu
OK
 
Beam Web - Shear Yielding
ratio = 24.5 / 315.5
= 0.08
PASS
Plate Shear Yielding Check


Plate size
width bp
 = 23.900
[in]
thickness tp
 = 0.440
[in]

Plate yield strength
Fy
 = 50.0
[ksi]

Plate gross area in shear
Agv
 = bp tp
 = 10.516
[in2]

Shear force required
Vu
 = 
 = 24.5
[kips]

Plate shear yielding strength
Rn
 = 0.6 Fy Agv
 = 315.5
[kips]
AISC 15th  Eq J4-3
Resistance factor-LRFD
φ
 = 1.00
AISC 15th  Eq J4-3
φ Rn
 = 
 = 315.5
[kips]

ratio
 = 0.08
 > Vu
OK
 
Beam Web - Shear Rupture
ratio = 24.5 / 243.2
= 0.10
PASS
Plate Shear Rupture Check


Bolt hole diameter
bolt dia db
 = 7⁄8
[in]
bolt hole dia dh
 = 1
[in]
AISC 15th  B4.3b
Number of bolt
n
 = 5

Plate size
width bp
 = 23.900
[in]
thickness tp
 = 0.440
[in]

Plate tensile strength
Fu
 = 65.0
[ksi]

Plate net area in shear
Anv
 = ( bp - n dh ) tp
 = 8.316
[in2]

Shear force required
Vu
 = 
 = 24.5
[kips]

Plate shear rupture strength
Rn
 = 0.6 Fu Anv
 = 324.3
[kips]
AISC 15th  Eq J4-4
Resistance factor-LRFD
φ
 = 0.75
AISC 15th  Eq J4-4
φ Rn
 = 
 = 243.2
[kips]

ratio
 = 0.10
 > Vu
OK
 
 
Beam Flange With Holes - Beam Flexural Rupture
Not Applicable
Beam sect W24X76
bf
 = 8.990
[in]
tf
 = 0.680
[in]

Sx
 = 176.00
[in3]

Fy
 = 50.0
[ksi]
Fu
 = 65.0
[ksi]


Gross area of tension flange
Afg
 = bf tf
 = 6.113
[in2]

 
Bolt hole diameter
bolt dia db
 = 7⁄8
[in]
bolt hole dia dh
 = 1
[in]
AISC 15th  B4.3b
Number of bolt
n
 = 2

 
Net area of tension flange
Afn
 = ( bf - n dh ) tf
 = 4.753
[in2]


Yt
 = 1.0

When Fu Afn ≥ Yt Fy Afg   this limit state doesn't apply
AISC 15th  Eq F13.1 (a)
 
 
Column Flange Bending
ratio = 131.5 / 482.7
= 0.27
PASS
Flange force moment arm
dm
 = db + tp
 = 25.400
[in]

Flange force required - tension
Puf_t
 = Pu  / 2 - Mu  / dm
 = 131.5
[kips]


Column flange thickness
tfc
 = 1.310
[in]
yield Fyc
 = 50.0
[ksi]

Top column condition
it's not a top column case
Ct
 = 1.0
AISC 15th  J10.1
Column flange tensile resistance
Rn
 = Ct 6.25 Fyc t2fc
 = 536.3
[kips]
AISC 15th  Eq J10-1
Resistance factor-LRFD
φ
 = 0.90
AISC 15th  J10.1
φ Rn
 = 
 = 482.7
[kips]

ratio
 = 0.27
 > Puf_t
OK
 
Column Web Yielding
ratio = 131.5 / 1011.1
= 0.13
PASS
Column web thickness
twc
 = 0.830
[in]
yield Fy
 = 50.0
[ksi]

Doubler plate thickness
tdp
 = 0.500
[in]
yield Fydp
 = 50.0
[ksi]

Equivalent web thickness when considering doubler plate
tw-eq
 = twc + tdp x Fydp / Fy x 2 sides
 = 1.830
[in]

Flange force moment arm
dm
 = db + tp
 = 25.400
[in]

Flange force in demand
Puf
 = max ( Puf_t  , Puf_c  )
 = 131.5
[kips]
AISC DG13  Eq 4.2-1

Column section
dc
 = 15.200
[in]
tfc
 = 1.310
[in]

twc
 = 0.830
[in]
kc
 = 1.910
[in]

Column yield strength
Fyc
 = 50.0
[ksi]

Top column condition
it's not a top column case
AISC 15th  J10.2 (a)
Flange plate fillet weld size
w
 = 0.000
[in]
flange plate tp
 = 1.500
[in]

Length of bearing
N
 = tp + 2 w
 = 1.500
[in]
AISC DG4  Eq 3.24
Column web yielding strength
Rn
 = ( 5 kc + N ) Fyc tw-eq
 = 1011.1
[kips]
AISC 15th  Eq J10-2
Resistance factor-LRFD
φ
 = 1.00
AISC 15th  J10.2
φ Rn
 = 
 = 1011.1
[kips]

ratio
 = 0.13
 > Puf
OK
 
Column Web Buckling
ratio = 131.5 / 1878.3
= 0.07
PASS
Flange force moment arm
dm
 = db + tp
 = 25.400
[in]

Flange force required in compression
Puf_c
 = Pu  / 2 - Mu  / dm
 = 131.5
[kips]


Column section
dc
 = 15.200
[in]
tfc
 = 1.310
[in]

twc
 = 0.830
[in]
kc
 = 1.910
[in]

h
 = dc - 2 kc
 = 11.380
[in]

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


Top column condition
it's not a top column case
Ct
 = 1.0
AISC 15th  J10.5

Column web buckling strength
Rn1
 = 
Ct 24 t3wc √Ec Fyc/h
 = 1452.1
[kips]
AISC 15th  Eq J10-8

Doubler plate thickness
tdp
 = 0.500
[in]
yield Fydp
 = 50.0
[ksi]

Doubler plate buckling strength
Rn2
 = 
2 Ct 24 t3dp √Ec Fydp/h
 = 634.9
[kips]
AISC 15th  Eq J10-8

Total buckling strength
Rn
 = Rn1 + Rn2
 = 2087.0
[kips]

Resistance factor-LRFD
φ
 = 0.90
AISC 15th  J10.5
φ Rn
 = 
 = 1878.3
[kips]

ratio
 = 0.07
 > Puf_c
OK
 
Column Web Crippling
ratio = 131.5 / 1344.2
= 0.10
PASS
Flange force moment arm
dm
 = db + tp
 = 25.400
[in]

Flange force required in compression
Puf_c
 = Pu  / 2 - Mu  / dm
 = 131.5
[kips]


Column section
dc
 = 15.200
[in]
tfc
 = 1.310
[in]

twc
 = 0.830
[in]
kc
 = 1.910
[in]

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


Flange plate fillet weld size
w
 = 0.000
[in]
flange plate tp
 = 1.500
[in]

Length of bearing
lb
 = tp + 2 w
 = 1.500
[in]


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

Top column condition
it's not a top column case, use Eq J10-4
AISC 15th  J10.3 (a)
Column web crippling strength
Rn1
 = 0.8 t2wc [1+3
lb/dc
(
twc/tfc
)1.5]x
 = 958.2
[kips]
AISC 15th  Eq J10-4
(
Ec Fyc tfc/twc
)0.5


Doubler plate thickness
tdp
 = 0.500
[in]
yield Fydp
 = 50.0
[ksi]

Doubler plate crippling strength
Rn2
 = 0.8 t2dp [1+3
lb/dc
(
tdp/tfc
)1.5]x
 = 834.1
[kips]
AISC 15th  Eq J10-4
(
Ec Fydp tfc/tdp
)0.5


Total crippling strength
Rn
 = Rn1 + Rn2
 = 1792.3
[kips]

Resistance factor-LRFD
φ
 = 0.75
AISC 15th  J10.3
φ Rn
 = 
 = 1344.2
[kips]

ratio
 = 0.10
 > Puf_c
OK
 
Column Panel Zone Shear
ratio = 104.0 / 421.8
= 0.25
PASS

Panel zone shear force
Vp
 = Pf-TR - Pf-TL - Vs
 = 104.0
[kips]

Column W14X176
dc
 = 15.200
[in]
bcf
 = 15.700
[in]

tcf
 = 1.310
[in]
tcw
 = 0.830
[in]

Ac
 = 51.800
[in2]
Fcy
 = 50.0
[ksi]

 
Beam W24X76
db
 = 23.900
[in]
tbf
 = 0.680
[in]

Flange plate thickness
tp
 = from user input
 = 1.500
[in]

Moment arm between flange plates
dm
 = d + tp
 = 26.900
[in]
AISC 358-16 Eq 7.6-7
 
Column axial compression
Pr
 = from user input
 = 249.0
[kips]

Column axial yield strength
Py
 = Fcy Ac
 = 2590.0
[kips]
AISC 15th  J10.6 (b)
LRFD-ASD force adjustment factor
α
 = for LRFD
 = 1.0
AISC 341-16 D1.2a (b)
 
when αPr  ≤ 0.75 Py  , use Eq J10-11
AISC 15th  Eq J10-11
 
Column web panel zone capacity
Rn
 = 0.6 Fcy dc tcw (1 +
3 bcf t2cf/dm dc tcw
)
 = 468.6
[kips]
AISC 15th  Eq J10-11
 
Resistance factor-LRFD
φ
 = 0.90
AISC 15th  J10.6
φ Rn
 = 
 = 421.8
[kips]

ratio
 = 0.25
 > Vp
OK
 
 
Seismic Material & Geometry Limitations
PASS
Check Max Beam Yield Stress

Condition : beam max material Fy ≤ Fy_max = 50 ksi
AISC 341-16  A3.1
Beam yield strength
Fyb
 = 50.0
[ksi]

 ≤ Fy_max
OK
Check Max Column Yield Stress

Condition : column max material Fy ≤ Fy_max = 65 ksi
AISC 341-16  A3.1
Column yield strength
Fyc
 = 50.0
[ksi]

 ≤ Fy_max
OK
Check Max Beam Depth

Condition : beam depth shall be limited to W36 maximum
AISC 358-16  7.3.1 (2)
Beam W24X76 depth
d
 = 
 = 23.900
[in]
 ≤ W36
OK
Check Max Beam Weight

Condition : beam weight shall be limited to 150 lb/ft maximum
AISC 358-16  7.3.1 (3)
Beam W24X76 weight
wt
 = 
 = 75
[lb/ft]
 ≤ 150
OK
Check Max Beam Flange Thickness

Condition : beam flange thickness shall be limited to 1 in maximum
AISC 358-16  7.3.1 (4)
Beam W24X76 flange thickness
tf
 = 
 = 0.680
[in]
 ≤ tf
OK
Check Min Beam Clear Span to Depth Ratio

Condition : beam clear span-to-depth ratio ≥ 9
AISC 358-16  7.3.1 (5)
Beam W24X76 clear span
L
 = 345.0
[in]
depth d
 = 23.900
[in]

Beam clear span to depth ratio
L/d
 = L / d
 = 14.44
 ≥ 9
OK
Check Max Column Depth

Condition : column depth shall be limited to W36 maximum
AISC 358-16  7.3.2 (3)
Column W14X176 depth
d
 = 
 = 15.200
[in]
 ≤ W36
OK
Check Flange Plate Bolt Hole Type

Condition : Flange plate bolt hole type shall be STD
Flange plate bolt hole type
 = 
STD + STD

OK
AISC 358-16  7.5.4
Check Web Plate Bolt Hole Type

Condition : Web plate bolt hole type shall be STD or SSLT
Web plate bolt hole type
 = 
STD + STD

OK
AISC 341-16  D2.2 (3)
 
Seismic Geometry SMF Column Flange Thickness
PASS
Check SMF Column Condition Without Continuity Plate

SMF column flange thcikness shall satisfy AISC 341-16 Eq E3-8 , otherwise continuity plate is required
AISC 341-16 E3.6f.1
 
Siffener palte is provided as continuity plate, so this check is not required.
 
OK
AISC 341-16  E3.6f.1
 
Seismic Geometry SMF Column Stiffener Plate Thickness
PASS
Check SMF Column Min Stiffener Plate Thickness

SMF column minimum stiffener plate thcikness shall satisfy requirements in AISC 341-16 E3.6f.2(b)
AISC 341-16 E3.6f.2(b)
 
Right beam W24X76 flange thickness
tfb1
 = 
 = 0.680
[in]
Left beam W24X76 flange thickness
tfb2
 = 
 = 0.680
[in]
Thicker beam flange thickness
tfb
 = max ( tfb1 , tfb2 )
 = 0.680
[in]
Min stiffener plate thickness
tmin
 = tfb x 0.75
 = 0.510
[in]
Stiffener plate thickness
ts
 = from user input
 = 1.125
[in]
 ≥ tmin
OK
AISC 341-16 E3.6f.2(b)
 
Seismic Width to Thickness Ratio
PASS
Check Beam Flange

Beam half flange width
b
 = 4.495
[in]
tf
 = 0.680
[in]

Beam yield strength
Fy
 = 50.0
[ksi]
E
 = 29000
[ksi]

Width-to-thickness ratio-allow
λhd
 = 0.30 √E / Fy
 = 7.22
Width-to-thickness ratio-actual
b/tf
 = b / tf
 = 6.61
 ≤ λhd
OK
AISC 341-16  Table D1.1
Check Beam Web

Clear dist between beam flange
hb
 = 22.540
[in]
tw
 = 0.440
[in]

Beam yield strength
Fyb
 = 50.0
[ksi]
E
 = 29000
[ksi]

Resistance factor for compression
φc
 = 0.90
Ab
 = 22.400
[in2]

Nominal axial yield strength
Pyb
 = Fyb Ab
 = 1120.0
[kips]
Beam axial compression
Pub
 = from user input
 = 0.0
[kips]
Ratio of req'd to available strength
Cab
 = Pub / ( φc x Pyb )
 = 0.00
Width-to-thickness ratio-allow
λhd
 = 
 = 59.00
Width-to-thickness ratio-actual
h /tw
 = hb / tw
 = 51.23
 ≤ λhd
OK
AISC 341-16  Table D1.1
Check Column Flange

Column half flange width
b
 = 7.850
[in]
tf
 = 1.310
[in]

Column yield strength
Fy
 = 50.0
[ksi]
E
 = 29000
[ksi]

Width-to-thickness ratio-allow
λhd
 = 0.30 √E / Fy
 = 7.22
Width-to-thickness ratio-actual
b/tf
 = b / tf
 = 5.99
 ≤ λhd
OK
AISC 341-16  Table D1.1
Check Column Web

Clear dist between column flange
hc
 = 12.580
[in]
tw
 = 0.830
[in]

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

Resistance factor for compression
φc
 = 0.90
Ac
 = 51.800
[in2]

Nominal axial yield strength
Pyc
 = Fyc Ac
 = 2590.0
[kips]
Column axial compression
Puc
 = from user input
 = 249.0
[kips]
Ratio of req'd to available strength
Cac
 = Puc / ( φc x Pyc )
 = 0.11
Width-to-thickness ratio-allow
λhd
 = 
 = 53.14
Width-to-thickness ratio-actual
h /tw
 = hc / tw
 = 15.16
 ≤ λhd
OK
AISC 341-16  Table D1.1
 
Seismic Weld Limitation
PASS
Check Beam Web Weld Material

Condition : Web weld electrode must be E70 or E80
Beam web weld electrode material
 = 
E70XX

OK
AISC 341-16  A3.4b
Check Beam Flange Weld Material

Condition : Flange weld electrode must be E70 or E80
Beam flange weld electrode material
 = 
E70XX

OK
AISC 341-16  A3.4b
Check Beam Flange Weld Type

Condition : Flange weld type shall be CJP weld
Beam flange to end plate weld
 = 
CJP

OK
AISC 358-16  7.5.2
Check Column Stiff PL to Column Flange Weld Type

Condition : Continuity plate (column stiff) shall be welded to column flanges using CJP weld
Column stiff to column flange weld
 = 
CJP

OK
AISC 341-16  E3.6f (3)
 
Seismic Flange Plate Bolt Limitation
FAIL
Check Length of Bolt Group

Condition : Length of bolt group L ≤ beam depth
AISC 358-16  7.5.4
Beam depth
d
 = 23.900
[in]

Bolt row & spacing
n
 = 7
s
 = 3.000
[in]

Length of bolt group
L
 = ( n-1 ) s
 = 18.000
[in]

 ≤ d
OK
AISC 358-16  7.5.4
Check Check Max Bolt Diameter

Condition : Max bolt diameter db ≤ 1.125 inch
Bolt diameter
 = 
0.875

OK
AISC 358-16  7.5.4
Check Max Bolt Dia to Prevent Beam Flange Tensile Rupture

Ratio of expected/min yield & tensile strength
Ry
 = 1.1
Rt
 = 1.2

Beam sect W24X76
bf
 = 8.990
[in]

Beam sect strength
Fy
 = 50.0
[ksi]
Fu
 = 65.0
[ksi]

Flange plate nax bolt diameter
dmax
 = 
bf/2
( 1 -
Ry Fy/Rt Fu
) -
1/8
 = 1.200
[in]
AISC 358-16  Eq 7.6-2
Flange plate bolt diameter
db
 = 
 = 0.875
[in]
 ≤ dmax
OK
Check Bolt Grade Material

Condition : Bolt grade must be A490-X or A490M-X
Bolt grade
 = 
A490-X

OK
AISC 358-16  7.5.4
Check Bolt Clear Edge Dist at Beam Flange

Bolt and bolt hole dia
db
 = 0.875
[in]
dh
 = 0.938
[in]

Bolt edge dist at beam flange
Le
 = 3.750
[in]

Bolt clear edge dist
Lce
 = Le - 0.5 dh
 = 3.281
[in]
 ≥ 2db
OK
AISC 358-16  7.6 Step 5
Check Bolt Clear Edge Dist at Flange Plate

Bolt and bolt hole dia
db
 = 0.875
[in]
dh
 = 0.938
[in]

Bolt edge dist at flange plate
Le
 = 1.750
[in]

Bolt clear edge dist
Lce
 = Le - 0.5 dh
 = 1.281
[in]
 < 2db
NG
AISC 358-16  7.6 Step 5
Check Bolt Clear Dist at Bolt Spacing

Bolt and bolt hole dia
db
 = 0.875
[in]
dh
 = 0.938
[in]

Bolt spacing at flange plate
Ls
 = 3.000
[in]

Bolt clear dist spacing
Lcs
 = Ls - dh
 = 2.063
[in]
 ≥ 2db
OK
AISC 358-16  7.6 Step 5
 
Seismic Column Beam Moment Ratio
PASS
Seismic column beam moment ratio check as per AISC 341-16  E3.4a
AISC 341-16  E3.4a

Column W14X176
Ac
 = 51.800
[in2]
Zc
 = 320.00
[in3]

dc
 = 15.200
[in]
Fyc
 = 50.0
[ksi]

Column axial force
Puc
 = from user input
 = 249.0
[kips]
LRFD-ASD force adjustment factor
α
 = for LRFD
 = 1.0
AISC 341-16 D1.2a (b)
 
Half of column height above/below beam
ht
 = 75.0
[in]
hb
 = 84.0
[in]

Beam W24X76 depth
db
 = 23.900
[in]

Top column flexural strength
Mt
 = Zc (Fyc - α Puc / Ac )
ht/ht - 0.5db
 = 1433.6
[kip-ft]
AISC 341-16  Eq E3-2
Bot column flexural strength
Mb
 = Zc (Fyc - α Puc / Ac )
hb/hb - 0.5db
 = 1405.0
[kip-ft]

Total column flexural strength
Mpc
 = Mt + Mb
 = 2838.6
[kip-ft]
AISC 341-16  Eq E3-2

Beam W24X76
Zb
 = 200.00
[in3]
Fyb
 = 50.0
[ksi]

Beam ratio of expected/min yield stress
Ryb
 = 1.10
AISC 341-16  Table A3.1
 

see Seismic Moment and Beam Flange Force Calc section on how below seismic moments are derived
 
Seismic M at right column face
MR
 = 
 = 1239.2
[kip-ft]

Seismic M at left column face
ML
 = 
 = 1185.3
[kip-ft]

 
Seismic V at right column face
VR
 = 
 = 100.9
[kips]

Seismic V at left column face
VL
 = 
 = 67.8
[kips]

Expected flexural strength of beam
Mpb
 = MR + ML + ( VR + VL ) x 0.5 dc
 = 2531.4
[kip-ft]
AISC 341-16  Eq E3-3

 
Seismic column beam moment ratio
 = Mpc / Mpb
 = 1.12
AISC 341-16  Eq E3-1
 ≥ 1.0
OK
 
Seismic Flange PL Thickness AISC 358-10 7.6 Step 10
PASS
Check Flange Plate Material

Condition : Flange plate material must be A36 or A572
Flange plate material
 = 
A572 Gr.50

OK
AISC 358-16  7.5.1
Check Min Flange Plate Thickness

Flange plate force
Fpr
 = See calc in Seismic Moment and Beam
 = 585.5
[kips]

Flange Force Calc

 
Flange plate
Fy
 = 50.0
[ksi]
bfp
 = 9.000
[in]

Resistance factor-ductile limit state
φd
 = 1.00
AISC 358-16  2.4.1
Min flange plate thickness
tmin
 = 
Fpr/φd Fy bfp
 = 1.301
[in]
AISC 358-16  Eq 7.6-9
Flange plate thickness
t
 = 
 = 1.500
[in]
 ≥ tmin
OK
 
 
Seismic Flange PL Tensile Yielding
ratio = 585.5 / 675.0
= 0.87
PASS
Flange force moment arm
dm
 = db + tp
 = 25.400
[in]

Flange force - tension
Pu
 = Pb / 2 + M / dm
 = 585.5
[kips]

Plate Tensile Yielding Check


Plate size
width bp
 = 9.000
[in]
thickness tp
 = 1.500
[in]

Plate yield strength
Fy
 = 50.0
[ksi]

Plate gross area in shear
Ag
 = bp tp
 = 13.500
[in2]

Tensile force required
Pu
 = 
 = 585.5
[kips]

Plate tensile yielding strength
Rn
 = Fy Ag
 = 675.0
[kips]
AISC 15th  Eq J4-1
Resistance factor-LRFD
φd
 = 1.00
AISC 358-16  2.4.1
φ Rn
 = 
 = 675.0
[kips]

ratio
 = 0.87
 > Pu
OK
 
Seismic Flange PL Tensile Rupture AISC 358-10 7.6 - Step 11
ratio = 585.5 / 614.3
= 0.95
PASS
Flange force moment arm
dm
 = db + tp
 = 25.400
[in]

Flange force - tension
Pu
 = Pb / 2 + M / dm
 = 585.5
[kips]

Plate Tensile Rupture Check


Bolt hole diameter
bolt dia db
 = 7⁄8
[in]
bolt hole dia dh
 = 1
[in]
AISC 15th  B4.3b
Number of bolt
n
 = 2

Plate size
width bp
 = 9.000
[in]
thickness tp
 = 1.500
[in]

Plate tensile strength
Fu
 = 65.0
[ksi]

Plate net area in tension
Ant
 = ( bp - n dh ) tp
 = 10.500
[in2]

Tensile force required
Pu
 = 
 = 585.5
[kips]

Plate tensile rupture strength
Rn
 = Fu Ant
 = 682.5
[kips]
AISC 15th  Eq J4-2
Resistance factor-LRFD
φn
 = 0.90
AISC 358-16  2.4.1
φ Rn
 = 
 = 614.3
[kips]
AISC 15th  Eq J4-2
ratio
 = 0.95
 > Pu
OK
 
Seismic Flange PL Block Shear-2 Side Strips
ratio = 585.5 / 1937.5
= 0.30
PASS
Flange force moment arm
dm
 = db + tp
 = 25.400
[in]

Flange force - tension
Pu
 = Pb / 2 + M / dm
 = 585.5
[kips]

Plate Block Shear - 2 Side Strips


Bolt hole diameter
bolt dia db
 = 7⁄8
[in]
bolt hole dia dh
 = 1
[in]
AISC 15th  B4.3b
Plate thickness
tp
 = 1.500
[in]

Plate strength
Fy
 = 50.0
[ksi]
Fu
 = 65.0
[ksi]

Bolt no in ver & hor dir
nv
 = 2
nh
 = 7

Bolt spacing in ver & hor dir
sv
 = 5.500
[in]
sh
 = 3.000
[in]

Bolt edge dist in ver & hor dir
ev
 = 1.750
[in]
eh
 = 1.750
[in]


Gross area subject to shear
Agv
 = [ (nh - 1) sh + eh ] tp x 2
 = 59.250
[in2]

Net area subject to shear
Anv
 = Agv - [(nh - 1)+ 0.5] dh tp x2
 = 39.750
[in2]

Net area subject to tension
when sheared out by 2 side strips
Ant
 = ( ev - 0.5 dh ) tp x 2
 = 3.750
[in2]


Block shear strength required
Vu
 = 
 = 585.5
[kips]

Uniform tension stress factor
Ubs
 = 1.00
AISC 15th  Fig C-J4.2
 
Ratio of expected Fy/Fu to specified min Fy/Fu
Ry
 = 1.10
Rt
 = 1.20
AISC 341-16  Table A3.1
 
Bolt shear resistance provided
Rn
 = min (0.6 Rt Fu Anv , 0.6 Ry Fy Agv ) +
 = 2152.8
[kips]
AISC 15th  Eq J4-5
Ubs Rt Fu Ant

Resistance factor-LRFD
φn
 = 0.90
AISC 358-16  2.4.1
φ Rn
 = 
 = 1937.5
[kips]

ratio
 = 0.30
 > Vu
OK
 
Seismic Flange PL Block Shear-Center Strip
ratio = 585.5 / 2148.1
= 0.27
PASS
Flange force moment arm
dm
 = db + tp
 = 25.400
[in]

Flange force - tension
Pu
 = Pb / 2 + M / dm
 = 585.5
[kips]

Plate Block Shear - Center Strip


Bolt hole diameter
bolt dia db
 = 7⁄8
[in]
bolt hole dia dh
 = 1
[in]
AISC 15th  B4.3b
Plate thickness
tp
 = 1.500
[in]

Plate strength
Fy
 = 50.0
[ksi]
Fu
 = 65.0
[ksi]

Bolt no in ver & hor dir
nv
 = 2
nh
 = 7

Bolt spacing in ver & hor dir
sv
 = 5.500
[in]
sh
 = 3.000
[in]

Bolt edge dist in ver & hor dir
ev
 = 1.750
[in]
eh
 = 1.750
[in]


Gross area subject to shear
Agv
 = [ (nh - 1) sh + eh ] tp x 2
 = 59.250
[in2]

Net area subject to shear
Anv
 = Agv - [(nh - 1)+ 0.5] dh tp x2
 = 39.750
[in2]

Net area subject to tension
when sheared out by center strip
Ant
 = ( nv - 1) ( sv - dh ) tp
 = 6.750
[in2]


Block shear strength required
Vu
 = 
 = 585.5
[kips]

Uniform tension stress factor
Ubs
 = 1.00
AISC 15th  Fig C-J4.2
 
Ratio of expected Fy/Fu to specified min Fy/Fu
Ry
 = 1.10
Rt
 = 1.20
AISC 341-16  Table A3.1
 
Bolt shear resistance provided
Rn
 = min (0.6 Rt Fu Anv , 0.6 Ry Fy Agv ) +
 = 2386.8
[kips]
AISC 15th  Eq J4-5
Ubs Rt Fu Ant

Resistance factor-LRFD
φn
 = 0.90
AISC 358-16  2.4.1
φ Rn
 = 
 = 2148.1
[kips]

ratio
 = 0.27
 > Vu
OK
 
Seismic Flange Plate - Bolt Shear
ratio = 585.5 / 636.4
= 0.92
PASS
Beam flange force as shear
Vu
 = See calc in Seismic Moment and Beam
 = 585.5
[kips]

Flange Force Calc


Bolt shear stress
bolt grade
 = A490-X
Fnv
 = 84.0
[ksi]
AISC 15th  Table J3.2
bolt dia db
 = 0.875
[in]
bolt area Ab
 = 0.601
[in2]

Number of bolt carried shear
ns
 = 14.0
shear plane m
 = 1

Bolt group eccentricity coefficient
Cec
 = 
 = 1.000

 
Required shear strength
Vu
 = see Seismic Moment and Beam
 = 585.5
[kips]

Flange Force Calc

 
Bolt shear strength
Rn
 = Fnv Ab ns m Cec
 = 707.2
[kips]
AISC 15th  Eq J3-1
Bolt resistance factor-LRFD
φn
 = 0.90
AISC 358-16  2.4.1
φn Rn
 = 
 = 636.4
[kips]

ratio
 = 0.92
 > Vu
OK
 
Seismic Flange Plate - Bolt Bearing
ratio = 585.5 / 636.4
= 0.92
PASS
Beam flange force as shear
Vu
 = See calc in Seismic Moment and Beam
 = 585.5
[kips]

Flange Force Calc


Single Bolt Shear Strength

Bolt shear stress
bolt grade
 = A490-X
Fnv
 = 84.0
[ksi]
AISC 15th  Table J3.2
bolt dia db
 = 0.875
[in]
bolt area Ab
 = 0.601
[in2]

Single bolt shear strength
Rn-bolt
 = Fnv Ab
 = 50.5
[kips]
AISC 15th  Eq J3-1
Bolt Bearing/TearOut Strength on Plate


Bolt hole diameter
bolt dia db
 = 7⁄8
[in]
bolt hole dia dh
 = 15⁄16
[in]
AISC 15th  Table J3.3
Bolt spacing & edge distance
spacing Ls
 = 3.000
[in]
edge distance Le
 = 1.750
[in]

Plate tensile strength
Fu
 = 65.0
[ksi]

Plate thickness
t
 = 1.500
[in]

Interior Bolt


Bolt hole edge clear distance
Lc
 = Ls - dh
 = 2.063
[in]

Bolt tear out/bearing strength
Rn-t&b-in
 = 1.2 Lc t Fu ≤ 2.4 db t Fu
AISC 15th  Eq J3-6a
 = 241.3 ≤ 204.8
 = 204.8
[kips]

Bolt strength at interior
Rn-in
 = min ( Rn-t&b-in , Rn-bolt )
 = 50.5
[kips]

Edge Bolt


Bolt hole edge clear distance
Lc
 = Le - dh / 2
 = 1.281
[in]

Bolt tear out/bearing strength
Rn-t&b-ed
 = 1.2 Lc t Fu ≤ 2.4 db t Fu
AISC 15th  Eq J3-6a
 = 149.9 ≤ 204.8
 = 149.9
[kips]

Bolt strength at edge
Rn-ed
 = min ( Rn-t&b-ed , Rn-bolt )
 = 50.5
[kips]


Number of bolt
interior nin
 = 12
edge ned
 = 2

Bolt bearing strength for all bolts
Rn
 = nin Rn-in + ned Rn-ed
 = 707.2
[kips]

 
Required shear strength
Vu
 = see Seismic Moment and Beam
 = 585.5
[kips]

Flange Force Calc

 
Bolt resistance factor-LRFD
φn
 = 0.90
AISC 358-16  2.4.1
φn Rn
 = 
 = 636.4
[kips]

ratio
 = 0.92
 > Vu
OK
 
 
Seismic Beam Flange Block Shear-2 Side Strip - Step 12
ratio = 585.5 / 909.7
= 0.64
PASS
Flange force moment arm
dm
 = db - tfb
 = 23.220
[in]

Beam flange force - tension
Vu
 = Pb / 2 + M / dm
 = 585.5
[kips]


Plate Block Shear - 2 Side Strips


Bolt hole diameter
bolt dia db
 = 7⁄8
[in]
bolt hole dia dh
 = 1
[in]
AISC 15th  B4.3b
Plate thickness
tp
 = 0.680
[in]

Plate strength
Fy
 = 50.0
[ksi]
Fu
 = 65.0
[ksi]

Bolt no in ver & hor dir
nv
 = 2
nh
 = 7

Bolt spacing in ver & hor dir
sv
 = 5.500
[in]
sh
 = 3.000
[in]

Bolt edge dist in ver & hor dir
ev
 = 1.745
[in]
eh
 = 3.750
[in]


Gross area subject to shear
Agv
 = [ (nh - 1) sh + eh ] tp x 2
 = 29.580
[in2]

Net area subject to shear
Anv
 = Agv - [(nh - 1)+ 0.5] dh tp x2
 = 20.740
[in2]

Net area subject to tension
when sheared out by 2 side strips
Ant
 = ( ev - 0.5 dh ) tp x 2
 = 1.693
[in2]


Block shear strength required
Vu
 = 
 = 585.5
[kips]

Uniform tension stress factor
Ubs
 = 1.00
AISC 15th  Fig C-J4.2
 
Ratio of expected Fy/Fu to specified min Fy/Fu
Ry
 = 1.10
Rt
 = 1.10
AISC 341-16  Table A3.1
 
Bolt shear resistance provided
Rn
 = min (0.6 Rt Fu Anv , 0.6 Ry Fy Agv ) +
 = 1010.8
[kips]
AISC 15th  Eq J4-5
Ubs Rt Fu Ant

Resistance factor-LRFD
φn
 = 0.90
AISC 358-16  2.4.1
φ Rn
 = 
 = 909.7
[kips]

ratio
 = 0.64
 > Vu
OK
 
Seismic Flange Plate - Compression - Step 13
ratio = 585.5 / 607.5
= 0.96
PASS
Flange force moment arm
dm
 = db + tp
 = 25.400
[in]

Flange force - compression
Pu
 = Pb / 2 + M / dm
 = 585.5
[kips]

Plate Compression Check


Plate size
width bp
 = 9.000
[in]
thickness tp
 = 1.500
[in]

Fy
 = 50.0
[ksi]
E
 = 29000
[ksi]

Plate gross area in compression
Ag
 = bp tp
 = 13.500
[in2]


Plate radius of gyration
r
 = tp / √12
 = 0.433
[in]

Plate effective length factor
K
 = 
 = 0.65
Plate unbraced length
Lu
 = 
 = 4.500
[in]

Plate slenderness
KL/r
 = 0.65 x Lu  / r
 = 6.75

Plate compression required
Pu
 = 
 = 585.5
[kips]


when  
KL/r
  ≤  25
AISC 15th  J4.4 (a)
Plate compression provided
Rn
 = Fy x Ag
 = 675.0
[kips]
AISC 15th  Eq J4-6
Resistance factor-LRFD
φn
 = 0.90
AISC 358-16  2.4.1
φ Rn
 = 
 = 607.5
[kips]

ratio
 = 0.96
 > Pu
OK
 
Seismic Beam Section Shear Strength - Step 14
ratio = 100.9 / 315.5
= 0.32
PASS
W Shape Beam Shear Yielding Check


W sect W24X76
d
 = 23.900
[in]
tw
 = 0.440
[in]

Fy
 = 50.0
[ksi]


Beam to column shear
Vu
 = from calc above Seismic Moment and
 = 100.9
[kips]

Beam Flange Force Calc

 
Beam shear strength
Rn
 = 0.6 Fy d tw
 = 315.5
[kips]
AISC 15th  Eq J4-3
Resistance factor-LRFD
φ
 = 1.00
AISC 15th  Eq J4-3
φ Rn
 = 
 = 315.5
[kips]

ratio
 = 0.32
 > Vu
OK
 
Seismic Beam Flange - Bolt Shear
ratio = 585.5 / 636.4
= 0.92
PASS
Flange force moment arm
dm
 = db
 = 23.900
[in]

Beam flange force as shear
Vu
 = Pb / 2 + M / dm
 = 585.5
[kips]


Bolt shear stress
bolt grade
 = A490-X
Fnv
 = 84.0
[ksi]
AISC 15th  Table J3.2
bolt dia db
 = 0.875
[in]
bolt area Ab
 = 0.601
[in2]

Number of bolt carried shear
ns
 = 14.0
shear plane m
 = 1

Bolt group eccentricity coefficient
Cec
 = 
 = 1.000

 
Required shear strength
Vu
 = see Seismic Moment and Beam
 = 585.5
[kips]

Flange Force Calc

 
Bolt shear strength
Rn
 = Fnv Ab ns m Cec
 = 707.2
[kips]
AISC 15th  Eq J3-1
Bolt resistance factor-LRFD
φn
 = 0.90
AISC 358-16  2.4.1
φn Rn
 = 
 = 636.4
[kips]

ratio
 = 0.92
 > Vu
OK
 
Seismic Beam Flange - Bolt Bearing
ratio = 585.5 / 636.4
= 0.92
PASS
Flange force moment arm
dm
 = db - tfb
 = 23.220
[in]

Beam flange force as shear
Vu
 = Pb / 2 + M / dm
 = 585.5
[kips]


Single Bolt Shear Strength

Bolt shear stress
bolt grade
 = A490-X
Fnv
 = 84.0
[ksi]
AISC 15th  Table J3.2
bolt dia db
 = 0.875
[in]
bolt area Ab
 = 0.601
[in2]

Single bolt shear strength
Rn-bolt
 = Fnv Ab
 = 50.5
[kips]
AISC 15th  Eq J3-1
Bolt Bearing/TearOut Strength on Plate


Bolt hole diameter
bolt dia db
 = 7⁄8
[in]
bolt hole dia dh
 = 15⁄16
[in]
AISC 15th  Table J3.3
Bolt spacing & edge distance
spacing Ls
 = 3.000
[in]
edge distance Le
 = 3.750
[in]

Plate tensile strength
Fu
 = 65.0
[ksi]

Plate thickness
t
 = 0.680
[in]

Interior Bolt


Bolt hole edge clear distance
Lc
 = Ls - dh
 = 2.063
[in]

Bolt tear out/bearing strength
Rn-t&b-in
 = 1.2 Lc t Fu ≤ 2.4 db t Fu
AISC 15th  Eq J3-6a
 = 109.4 ≤ 92.8
 = 92.8
[kips]

Bolt strength at interior
Rn-in
 = min ( Rn-t&b-in , Rn-bolt )
 = 50.5
[kips]

Edge Bolt


Bolt hole edge clear distance
Lc
 = Le - dh / 2
 = 3.281
[in]

Bolt tear out/bearing strength
Rn-t&b-ed
 = 1.2 Lc t Fu ≤ 2.4 db t Fu
AISC 15th  Eq J3-6a
 = 174.0 ≤ 92.8
 = 92.8
[kips]

Bolt strength at edge
Rn-ed
 = min ( Rn-t&b-ed , Rn-bolt )
 = 50.5
[kips]


Number of bolt
interior nin
 = 12
edge ned
 = 2

Bolt bearing strength for all bolts
Rn
 = nin Rn-in + ned Rn-ed
 = 707.2
[kips]

 
Required shear strength
Vu
 = see Seismic Moment and Beam
 = 585.5
[kips]

Flange Force Calc

 
Bolt resistance factor-LRFD
φn
 = 0.90
AISC 358-16  2.4.1
φn Rn
 = 
 = 636.4
[kips]

ratio
 = 0.92
 > Vu
OK
 
 
Seismic Beam Web - Bolt Shear
ratio = 100.9 / 146.1
= 0.69
PASS
Bolt shear stress
bolt grade
 = A325-N
Fnv
 = 54.0
[ksi]
AISC 15th  Table J3.2
bolt dia db
 = 0.875
[in]
bolt area Ab
 = 0.601
[in2]

Number of bolt carried shear
ns
 = 5.0
shear plane m
 = 1

Bolt group eccentricity coefficient
Cec
 = 
 = 1.000

 
Required shear strength
Vu
 = see Seismic Moment and Beam
 = 100.9
[kips]

Flange Force Calc

 
Bolt shear strength
Rn
 = Fnv Ab ns m Cec
 = 162.4
[kips]
AISC 15th  Eq J3-1
Bolt resistance factor-LRFD
φn
 = 0.90
AISC 358-16  2.4.1
φn Rn
 = 
 = 146.1
[kips]

ratio
 = 0.69
 > Vu
OK
 
Seismic Beam Web - Bolt Bearing
ratio = 100.9 / 146.1
= 0.69
PASS
Single Bolt Shear Strength

Bolt shear stress
bolt grade
 = A325-N
Fnv
 = 54.0
[ksi]
AISC 15th  Table J3.2
bolt dia db
 = 0.875
[in]
bolt area Ab
 = 0.601
[in2]

Single bolt shear strength
Rn-bolt
 = Fnv Ab
 = 32.5
[kips]
AISC 15th  Eq J3-1
Bolt Bearing/TearOut Strength on Plate


Bolt hole diameter
bolt dia db
 = 7⁄8
[in]
bolt hole dia dh
 = 15⁄16
[in]
AISC 15th  Table J3.3
Bolt spacing
spacing Ls
 = 3.000
[in]

Plate tensile strength
Fu
 = 65.0
[ksi]

Plate thickness
t
 = 0.440
[in]

Interior Bolt


Bolt hole edge clear distance
Lc
 = Ls - dh
 = 2.063
[in]

Bolt tear out/bearing strength
Rn-t&b-in
 = 1.2 Lc t Fu ≤ 2.4 db t m Fu
AISC 15th  Eq J3-6a
 = 70.8 ≤ 60.1
 = 60.1
[kips]

Bolt strength at interior
Rn-in
 = min ( Rn-t&b-in , Rn-bolt )
 = 32.5
[kips]


Number of bolt
interior nin
 = 5

Bolt bearing strength for all bolts
Rn
 = nin Rn-in
 = 162.4
[kips]

 
Required shear strength
Vu
 = see Seismic Moment and Beam
 = 100.9
[kips]

Flange Force Calc

 
Bolt resistance factor-LRFD
φn
 = 0.90
AISC 358-16  2.4.1
φn Rn
 = 
 = 146.1
[kips]

ratio
 = 0.69
 > Vu
OK
 
Seismic Beam Web - Shear Yielding
ratio = 100.9 / 315.5
= 0.32
PASS
Plate Shear Yielding Check


Plate size
width bp
 = 23.900
[in]
thickness tp
 = 0.440
[in]

Plate yield strength
Fy
 = 50.0
[ksi]

Plate gross area in shear
Agv
 = bp tp
 = 10.516
[in2]

Shear force required
Vu
 = 
 = 100.9
[kips]

Plate shear yielding strength
Rn
 = 0.6 Fy Agv
 = 315.5
[kips]
AISC 15th  Eq J4-3
Resistance factor-LRFD
φ
 = 1.00
AISC 15th  Eq J4-3
φ Rn
 = 
 = 315.5
[kips]

ratio
 = 0.32
 > Vu
OK
 
Seismic Beam Web - Shear Rupture
ratio = 100.9 / 243.2
= 0.41
PASS
Plate Shear Rupture Check


Bolt hole diameter
bolt dia db
 = 7⁄8
[in]
bolt hole dia dh
 = 1
[in]
AISC 15th  B4.3b
Number of bolt
n
 = 5

Plate size
width bp
 = 23.900
[in]
thickness tp
 = 0.440
[in]

Plate tensile strength
Fu
 = 65.0
[ksi]

Plate net area in shear
Anv
 = ( bp - n dh ) tp
 = 8.316
[in2]

Shear force required
Vu
 = 
 = 100.9
[kips]

Plate shear rupture strength
Rn
 = 0.6 Fu Anv
 = 324.3
[kips]
AISC 15th  Eq J4-4
Resistance factor-LRFD
φ
 = 0.75
AISC 15th  Eq J4-4
φ Rn
 = 
 = 243.2
[kips]

ratio
 = 0.41
 > Vu
OK
 
 
Seismic Web Plate - Bolt Bearing
ratio = 100.9 / 144.0
= 0.70
PASS
Single Bolt Shear Strength

Bolt shear stress
bolt grade
 = A325-N
Fnv
 = 54.0
[ksi]
AISC 15th  Table J3.2
bolt dia db
 = 0.875
[in]
bolt area Ab
 = 0.601
[in2]

Single bolt shear strength
Rn-bolt
 = Fnv Ab
 = 32.5
[kips]
AISC 15th  Eq J3-1
Bolt Bearing/TearOut Strength on Plate


Bolt hole diameter
bolt dia db
 = 7⁄8
[in]
bolt hole dia dh
 = 15⁄16
[in]
AISC 15th  Table J3.3
Bolt spacing & edge distance
spacing Ls
 = 3.000
[in]
edge distance Le
 = 1.500
[in]

Plate tensile strength
Fu
 = 65.0
[ksi]

Plate thickness
t
 = 0.375
[in]

Interior Bolt


Bolt hole edge clear distance
Lc
 = Ls - dh
 = 2.063
[in]

Bolt tear out/bearing strength
Rn-t&b-in
 = 1.2 Lc t Fu ≤ 2.4 db t Fu
AISC 15th  Eq J3-6a
 = 60.3 ≤ 51.2
 = 51.2
[kips]

Bolt strength at interior
Rn-in
 = min ( Rn-t&b-in , Rn-bolt )
 = 32.5
[kips]

Edge Bolt


Bolt hole edge clear distance
Lc
 = Le - dh / 2
 = 1.031
[in]

Bolt tear out/bearing strength
Rn-t&b-ed
 = 1.2 Lc t Fu ≤ 2.4 db t Fu
AISC 15th  Eq J3-6a
 = 30.2 ≤ 51.2
 = 30.2
[kips]

Bolt strength at edge
Rn-ed
 = min ( Rn-t&b-ed , Rn-bolt )
 = 30.2
[kips]


Number of bolt
interior nin
 = 4
edge ned
 = 1

Bolt bearing strength for all bolts
Rn
 = nin Rn-in + ned Rn-ed
 = 160.0
[kips]

 
Required shear strength
Vu
 = see Seismic Moment and Beam
 = 100.9
[kips]

Flange Force Calc

 
Bolt resistance factor-LRFD
φn
 = 0.90
AISC 358-16  2.4.1
φn Rn
 = 
 = 144.0
[kips]

ratio
 = 0.70
 > Vu
OK
 
Seismic Web Plate - Shear Yielding
ratio = 100.9 / 168.8
= 0.60
PASS
Plate Shear Yielding Check


Plate size
width bp
 = 15.000
[in]
thickness tp
 = 0.375
[in]

Plate yield strength
Fy
 = 50.0
[ksi]

Plate gross area in shear
Agv
 = bp tp
 = 5.625
[in2]

Shear force required
Vu
 = 
 = 100.9
[kips]

Plate shear yielding strength
Rn
 = 0.6 Fy Agv
 = 168.8
[kips]
AISC 15th  Eq J4-3
Resistance factor-LRFD
φ
 = 1.00
AISC 15th  Eq J4-3
φ Rn
 = 
 = 168.8
[kips]

ratio
 = 0.60
 > Vu
OK
 
Seismic Web Plate - Shear Rupture
ratio = 100.9 / 109.7
= 0.92
PASS
Plate Shear Rupture Check


Bolt hole diameter
bolt dia db
 = 7⁄8
[in]
bolt hole dia dh
 = 1
[in]
AISC 15th  B4.3b
Number of bolt
n
 = 5

Plate size
width bp
 = 15.000
[in]
thickness tp
 = 0.375
[in]

Plate tensile strength
Fu
 = 65.0
[ksi]

Plate net area in shear
Anv
 = ( bp - n dh ) tp
 = 3.750
[in2]

Shear force required
Vu
 = 
 = 100.9
[kips]

Plate shear rupture strength
Rn
 = 0.6 Fu Anv
 = 146.3
[kips]
AISC 15th  Eq J4-4
Resistance factor-LRFD
φ
 = 0.75
AISC 15th  Eq J4-4
φ Rn
 = 
 = 109.7
[kips]

ratio
 = 0.92
 > Vu
OK
 
Seismic Web Plate - Block Shear - 1-Side Strip
ratio = 100.9 / 194.8
= 0.52
PASS
Plate Block Shear - Side Strip


Bolt hole diameter
bolt dia db
 = 7⁄8
[in]
bolt hole dia dh
 = 1
[in]
AISC 15th  B4.3b
Plate thickness
tp
 = 0.375
[in]

Plate strength
Fy
 = 50.0
[ksi]
Fu
 = 65.0
[ksi]

Bolt no in ver & hor dir
nv
 = 1
nh
 = 5

Bolt spacing in hor dir
sh
 = 3.000
[in]

Bolt edge dist in ver & hor dir
ev
 = 2.500
[in]
eh
 = 1.500
[in]


Gross area subject to shear
Agv
 = [ (nh - 1) sh + eh ] tp
 = 5.063
[in2]

Net area subject to shear
Anv
 = Agv - [ (nh - 1) + 0.5 ] dh tp
 = 3.375
[in2]

Net area subject to tension
Ant
 = ( ev - 0.5 dh ) tp
 = 0.750
[in2]


Block shear strength required
Vu
 = 
 = 100.9
[kips]

Uniform tension stress factor
Ubs
 = 1.00
AISC 15th  Fig C-J4.2
 
Ratio of expected Fy/Fu to specified min Fy/Fu
Ry
 = 1.10
Rt
 = 1.20
AISC 341-16  Table A3.1
 
Bolt shear resistance provided
Rn
 = min (0.6 Rt Fu Anv , 0.6 Ry Fy Agv ) +
 = 216.5
[kips]
AISC 15th  Eq J4-5
Ubs Rt Fu Ant

Resistance factor-LRFD
φn
 = 0.90
AISC 358-16  2.4.1
φ Rn
 = 
 = 194.8
[kips]

ratio
 = 0.52
 > Vu
OK
 
Seismic Web Plate Weld Strength
ratio = 100.9 / 167.0
= 0.60
PASS
Shear force in demand
Vu
 = 
 = 100.9
[kips]

Fillet weld length - double fillet
L
 = 
 = 15.000
[in]

 
Fillet Weld Strength Check


Fillet weld leg size
w
 = 1⁄4
[in]
load angle θ
 = 0.0
[°]

Electrode strength
FEXX
 = 70.0
[ksi]
strength coeff C1
 = 1.00
AISC 15th  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 15th  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 15th  Eq 8-1

Base metal - web plate
thickness t
 = 0.375
[in]
tensile Fu
 = 65.0
[ksi]

Base metal - web plate is in shear, shear rupture as per AISC 15th  Eq J4-4 is checked
AISC 15th  J2.4
Base metal shear rupture
Rn-b
 = 0.6 Fu t
 = 14.625
[kip/in]
AISC 15th  Eq J4-4

 
For seismic nonductile limit state, weld strength use φ = 0.75 , base metal rupture use φn = 0.9
Increase base metal rupture strength due to higher φ value when compare to weld strength
AISC 358-16 2.4.1
 
Double fillet linear shear strength
Rn
 = min ( Rn-w , Rn-b x
0.90/0.75
)
 = 14.847
[kip/in]
AISC 15th  Eq 9-2
 
Resistance factor-LRFD
φ
 = 0.75
AISC 15th  Eq 8-1
φ Rn
 = 
 = 11.135
[kip/in]


Shear resistance required
Vu
 = 
 = 100.9
[kips]

Fillet weld length - double fillet
L
 = 
 = 15.000
[in]

Shear resistance provided
φ Fn
 = φ Rn x L
 = 167.0
[kips]

ratio
 = 0.60
 > Vu
OK
 
Seismic Column Panel Zone Thickness
PASS
Check Column Web Thickness

Condition : column web thickness twc ≥ ( dz + wz ) /90
AISC 341-16  Eq E3-7

Beam sect W24X76
db
 = 23.900
[in]
tfb
 = 0.680
[in]

Beam clear dist between flanges
dz
 = db - 2 tfb
 = 22.540
[in]


Column sect W24X76
dc
 = 15.200
[in]
tfc
 = 1.310
[in]

Column width of panel zone between flanges
wz
 = dc - 2 tfc
 = 12.580
[in]


Column web thickness required
tmin
 = ( dz + wz ) /90
 = 0.390
[in]
AISC 341-16  Eq E3-7
 
Doubler plate No & thickness
No
 = 2
tdb
 = 0.500
[in]

Column web thickness
twc
 = 0.830
[in]

 
When the doubler plates are plug welded to the column web, the total panel zone thickness is
the sum of doubler plates and column web
AISC 341-16  E3.6e (2)
 
Total panel zone thickness
t
 = twc + 2 x tdb
 = 1.830
[in]

 ≥ tmin
OK
AISC 341-16  E3.6e (2)
 
 
 
Seismic Column Flange Bending
           585.5 / 482.7
N/A
Flange force moment arm
dm
 = db + tp
 = 25.400
[in]

Flange force required - tension
Puf_t
 = Pu  / 2 - Mu  / dm
 = 585.5
[kips]


Column flange thickness
tfc
 = 1.310
[in]
yield Fyc
 = 50.0
[ksi]

Top column condition
it's not a top column case
Ct
 = 1.0
AISC 15th  J10.1
Column flange tensile resistance
Rn
 = Ct 6.25 Fyc t2fc
 = 536.3
[kips]
AISC 15th  Eq J10-1
Resistance factor-LRFD
φ
 = 0.90
AISC 15th  J10.1
φ Rn
 = 
 = 482.7
[kips]

Unbalanced force to be resisted by transverse stiffeners
Rs
 = Puf_t -  φ Rn
 = 102.8
[kips]

 
Seismic Column Web Yielding
ratio = 585.5 / 1011.1
= 0.58
PASS
Column web thickness
twc
 = 0.830
[in]
yield Fy
 = 50.0
[ksi]

Doubler plate thickness
tdp
 = 0.500
[in]
yield Fydp
 = 50.0
[ksi]

Equivalent web thickness when considering doubler plate
tw-eq
 = twc + tdp x Fydp / Fy x 2 sides
 = 1.830
[in]

Flange force moment arm
dm
 = db + tp
 = 25.400
[in]

 
Seismic flange force
Puf_c
 = see Seismic Moment and Beam
 = 585.5
[kips]

Flange Force Calc

 

Column section
dc
 = 15.200
[in]
tfc
 = 1.310
[in]

twc
 = 0.830
[in]
kc
 = 1.910
[in]

Column yield strength
Fyc
 = 50.0
[ksi]

Top column condition
it's not a top column case
AISC 15th  J10.2 (a)
Flange plate fillet weld size
w
 = 0.000
[in]
flange plate tp
 = 1.500
[in]

Length of bearing
N
 = tp + 2 w
 = 1.500
[in]
AISC DG4  Eq 3.24
Column web yielding strength
Rn
 = ( 5 kc + N ) Fyc tw-eq
 = 1011.1
[kips]
AISC 15th  Eq J10-2
Resistance factor-LRFD
φ
 = 1.00
AISC 341-16  E3.6e (1)
φ Rn
 = 
 = 1011.1
[kips]

ratio
 = 0.58
 > Puf
OK
 
Seismic Column Web Buckling
ratio = 585.5 / 2087.0
= 0.28
PASS
Flange force moment arm
dm
 = db + tp
 = 25.400
[in]

 
Seismic flange force
Puf_c
 = see Seismic Moment and Beam
 = 585.5
[kips]

Flange Force Calc

 

Column section
dc
 = 15.200
[in]
tfc
 = 1.310
[in]

twc
 = 0.830
[in]
kc
 = 1.910
[in]

h
 = dc - 2 kc
 = 11.380
[in]

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


Top column condition
it's not a top column case
Ct
 = 1.0
AISC 15th  J10.5

Column web buckling strength
Rn1
 = 
Ct 24 t3wc √Ec Fyc/h
 = 1452.1
[kips]
AISC 15th  Eq J10-8

Doubler plate thickness
tdp
 = 0.500
[in]
yield Fydp
 = 50.0
[ksi]

Doubler plate buckling strength
Rn2
 = 
2 Ct 24 t3dp √Ec Fydp/h
 = 634.9
[kips]
AISC 15th  Eq J10-8

Total buckling strength
Rn
 = Rn1 + Rn2
 = 2087.0
[kips]

Resistance factor-LRFD
φ
 = 1.00
AISC 341-16  E3.6e (1)
φ Rn
 = 
 = 2087.0
[kips]

ratio
 = 0.28
 > Puf_c
OK
 
Seismic Column Web Crippling
ratio = 585.5 / 1792.3
= 0.33
PASS
Flange force moment arm
dm
 = db + tp
 = 25.400
[in]

 
Seismic flange force
Puf_c
 = see Seismic Moment and Beam
 = 585.5
[kips]

Flange Force Calc

 

Column section
dc
 = 15.200
[in]
tfc
 = 1.310
[in]

twc
 = 0.830
[in]
kc
 = 1.910
[in]

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


Flange plate fillet weld size
w
 = 0.000
[in]
flange plate tp
 = 1.500
[in]

Length of bearing
lb
 = tp + 2 w
 = 1.500
[in]


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

Top column condition
it's not a top column case, use Eq J10-4
AISC 15th  J10.3 (a)
Column web crippling strength
Rn1
 = 0.8 t2wc [1+3
lb/dc
(
twc/tfc
)1.5]x
 = 958.2
[kips]
AISC 15th  Eq J10-4
(
Ec Fyc tfc/twc
)0.5


Doubler plate thickness
tdp
 = 0.500
[in]
yield Fydp
 = 50.0
[ksi]

Doubler plate crippling strength
Rn2
 = 0.8 t2dp [1+3
lb/dc
(
tdp/tfc
)1.5]x
 = 834.1
[kips]
AISC 15th  Eq J10-4
(
Ec Fydp tfc/tdp
)0.5


Total crippling strength
Rn
 = Rn1 + Rn2
 = 1792.3
[kips]

Resistance factor-LRFD
φ
 = 1.00
AISC 341-16  E3.6e (1)
φ Rn
 = 
 = 1792.3
[kips]

ratio
 = 0.33
 > Puf_c
OK
 
Seismic Column Panel Zone Shear
           836.9 / 468.6
N/A

 
Seismic panel zone shear in demand
Vp
 = see Seismic Moment and Beam
 = 836.9
[kips]

Flange Force Calc

 
Column W14X176
dc
 = 15.200
[in]
bcf
 = 15.700
[in]

tcf
 = 1.310
[in]
tcw
 = 0.830
[in]

Ac
 = 51.800
[in2]
Fcy
 = 50.0
[ksi]

 
Beam W24X76
db
 = 23.900
[in]
tbf
 = 0.680
[in]

Flange plate thickness
tp
 = from user input
 = 1.500
[in]

Moment arm between flange plates
dm
 = d + tp
 = 26.900
[in]
AISC 358-16 Eq 7.6-7
 
Column axial compression
Pr
 = from user input
 = 249.0
[kips]

Column axial yield strength
Py
 = Fcy Ac
 = 2590.0
[kips]
AISC 15th  J10.6 (b)
LRFD-ASD force adjustment factor
α
 = for LRFD
 = 1.0
AISC 341-16 D1.2a (b)
 
when αPr  ≤ 0.75 Py  , use Eq J10-11
AISC 15th  Eq J10-11
 
Column web panel zone capacity
Rn
 = 0.6 Fcy dc tcw (1 +
3 bcf t2cf/dm dc tcw
)
 = 468.6
[kips]
AISC 15th  Eq J10-11
 
Resistance factor-LRFD
φv
 = 1.00
AISC 341-16  E3.6e (1)
φv Rn
 = 
 = 468.6
[kips]

Unbalanced force to be resisted by doubler plate
Vdp
 = Rp -  φ Rn
 = 368.3
[kips]

 
 
Seismic Stiffener Geometry Restriction
PASS
Stiffener plate width
bs
 = 6.000
[in]
depth ds
 = 12.580
[in]

Stiffener plate thickness
ts
 = 1.125
[in]

Column flange thickness
tfc
 = 1.310
[in]
column depth dc
 = 15.200
[in]

Beam flange thickness
tfb
 = 0.680
[in]

Min Stiffener Plate Thickness

Min stiffener plate thickness
tsmin
 = max ( tfb / 2 , bs / 16 )
 = 0.375
[in]
AISC 15th  J10.8 (2)
Stiffener plate thickness
ts
 = 
 = 1.125
[in]

 ≥ tsmin
OK
Min Stiffener Plate Depth

Min stiffener plate depth
dsmin
 = ( dc - 2 tfc ) / 2
 = 6.290
[in]
AISC 15th  J10.8 (3)
Stiffener plate depth
ds
 = 
 = 12.580
[in]

 ≥ dsmin
OK
 
Seismic Stiffener Yield at Column Flange
ratio = 102.8 / 455.6
= 0.23
PASS
Stiffener plate width
bs
 = 5.500
[in]
thickness ts
 = 1.125
[in]

Stiffener plate corner clip
clip
 = 
 = 1.000
[in]
AISC 15th  Page 8-18
Stiffener plate yield strength
Fy
 = 
 = 50.0
[ksi]

Stiffener plate cross sect area
Ast
 = ( bs - clip ) ts
 = 5.063
[in2]

Trans stiffener strength required
Rs
 = 
 = 102.8
[kips]

Trans stiffener strength provided
Rn
 = Fy x 2 x Ast
 = 506.3
[kips]
AISC 15th  Eq J4-1
Bolt resistance factor-LRFD
φ
 = 0.90
AISC 15th  Eq J4-1
φ Rn
 = 
 = 455.6
[kips]

ratio
 = 0.23
 > Rs
OK
 
Seismic Stiffener Shear at Column Web
ratio = 102.8 / 714.2
= 0.14
PASS
Stiffener plate depth
ds
 = 12.580
[in]
thickness ts
 = 1.125
[in]

Stiffener plate corner clip
clip
 = 
 = 1.000
[in]
AISC 15th  Page 8-18
Stiffener plate yield strength
Fy
 = 
 = 50.0
[ksi]

Stiffener plate cross sect area
Agv
 = ( ds - 2 x clip ) ts
 = 11.903
[in2]

Trans stiffener strength required
Rs
 = 
 = 102.8
[kips]

Trans stiffener strength provided
Rn
 = 2 x 0.6 x Fy x Agv
 = 714.2
[kips]
AISC 15th  Eq J4-3
Resistance factor-LRFD
φ
 = 1.00
AISC 15th  Eq J4-3
φ Rn
 = 
 = 714.2
[kips]

ratio
 = 0.14
 > Rs
OK
 
Seismic Stiffener to Column Web Fillet Weld Limitation
PASS
Min Fillet Weld Size

Thinner part joined thickness
t
 = 
 = 0.830
[in]

Min fillet weld size allowed
wmin
 = 
 = 0.313
[in]
AISC 15th  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 15th  J2.2b
Min fillet weld length
L
 = dc - 2 x tfc - 2 x clip
 = 10.580
[in]

 ≥ Lmin
OK
 
Seismic Stiffener Weld Strength at Column Web
ratio = 102.8 / 294.5
= 0.35
PASS
Stiffener to Column Web Weld Length Calc

Column section
dc
 = 15.200
[in]
tfc
 = 1.310
[in]

Stiffener plate corner clip
clip
 = 1.000
[in]

Stiffener to column web weld length - double fillet
L
 = (dc - 2 x tfc - 2 x clip) x 2 stiffener
 = 21.160
[in]

 
Trans stiffener strength required
Rs
 = 
 = 102.8
[kips]

 
Fillet Weld Strength Check


Fillet weld leg size
w
 = 5⁄16
[in]
load angle θ
 = 0.0
[°]

Electrode strength
FEXX
 = 70.0
[ksi]
strength coeff C1
 = 1.00
AISC 15th  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 15th  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 15th  Eq 8-1

Base metal - stiffener plate
thickness t
 = 1.125
[in]
tensile Fu
 = 65.0
[ksi]

Base metal - stiffener plate is in shear, shear rupture as per AISC 15th  Eq J4-4 is checked
AISC 15th  J2.4
Base metal shear rupture
Rn-b
 = 0.6 Fu t
 = 43.875
[kip/in]
AISC 15th  Eq J4-4

 
For seismic nonductile limit state, weld strength use φ = 0.75 , base metal rupture use φn = 0.9
Increase base metal rupture strength due to higher φ value when compare to weld strength
AISC 358-16 2.4.1
 
Double fillet linear shear strength
Rn
 = min ( Rn-w , Rn-b x
0.90/0.75
)
 = 18.559
[kip/in]
AISC 15th  Eq 9-2
 
Resistance factor-LRFD
φ
 = 0.75
AISC 15th  Eq 8-1
φ Rn
 = 
 = 13.919
[kip/in]


Shear resistance required
Rs
 = 
 = 102.8
[kips]

Fillet weld length - double fillet
L
 = 
 = 21.160
[in]

Shear resistance provided
φ Fn
 = φ Rn x L
 = 294.5
[kips]

ratio
 = 0.35
 > Rs
OK
 
 
Seismic Doubler Plate Thickness
PASS
Check Doubler Plate Thickness

Condition : Doubler plate thickness tdb ≥ ( dz + wz ) /90
AISC 341-16  Eq E3-7

Beam sect W24X76
db
 = 23.900
[in]
tfb
 = 0.680
[in]

Beam clear dist between flanges
dz
 = db - 2 tfb
 = 22.540
[in]


Column sect W24X76
dc
 = 15.200
[in]
tfc
 = 1.310
[in]

Column width of panel zone between flanges
wz
 = dc - 2 tfc
 = 12.580
[in]


Doubler plate thickness required
t
 = ( dz + wz ) /90
 = 0.390
[in]
AISC 341-16  Eq E3-7
Doubler plate thickness
tdb
 = 
 = 0.500
[in]

 ≥ t
OK
AISC 341-16  E3.6e (2)
 
Seismic Doubler Plate Shear Yield
ratio = 368.3 / 456.0
= 0.81
PASS
Doubler plate thickness
tdp
 = 0.500
[in]
yield strength Fy
 = 50.0
[ksi]

Number of doubler
Ndbl
 = 2   for two side

Column depth
dc
 = 15.200
[in]

Area of web
Aw
 = tdp x dc
 = 7.600
[in2]
AISC DG13  Eq 4.4-1
Shear coefficient
Cv
 = 1.0
AISC 15th  Eq G2-2
Doubler plate shear in demand
Rdp
 = unbalanced force from column
 = 368.3
[kips]

panel zone shear calc

Doubler plate shear strength
Rn
 = Ndbl 0.6 Fy Aw Cv
 = 456.0
[kips]
AISC 15th  Eq G2-1
Resistance factor-LRFD
φ
 = 1.00
AISC 15th  G2.1 (a)
φ Rn
 = 
 = 456.0
[kips]

ratio
 = 0.81
 > Rdp
OK
 
 
 
Left Beam to Column
MC Connection
Code=AISC 360-16 LRFD
Result Summary
geometries & weld limitations = FAIL
limit states max ratio 
= 0.92
PASS
 
 
Geometry Restriction Checks - Flange Plate
PASS
Min Bolt Edge Distance - Flange Plate

Bolt diameter
db
 = 
 = 0.875
[in]

Min edge distance allowed
Le-min
 = 
 = 1.125
[in]
AISC 15th  Table J3.4
Min edge distance in Flange Plate
Le
 = 
 = 1.745
[in]

 ≥ Le-min
OK
Min Bolt Spacing - Flange Plate

Bolt diameter
db
 = 
 = 0.875
[in]

Min bolt spacing allowed
Ls-min
 = 2.667 db
 = 2.333
[in]
AISC 15th  J3.3
Min Bolt spacing in Flange Plate
Ls
 = 
 = 3.000
[in]

 ≥ Ls-min
OK
 
Geometry Restriction Checks - Web Plate
PASS
Min Bolt Edge Distance - Web Plate

Bolt diameter
db
 = 
 = 0.875
[in]

Min edge distance allowed
Le-min
 = 
 = 1.125
[in]
AISC 15th  Table J3.4
Min edge distance in Web Plate
Le
 = 
 = 1.500
[in]

 ≥ Le-min
OK
Min Bolt Spacing - Web Plate

Bolt diameter
db
 = 
 = 0.875
[in]

Min bolt spacing allowed
Ls-min
 = 2.667 db
 = 2.333
[in]
AISC 15th  J3.3
Min Bolt spacing in Web Plate
Ls
 = 
 = 3.000
[in]

 ≥ Ls-min
OK
 
Fillet Weld Limitation Checks - Web Plate
PASS
Min Fillet Weld Size

Thinner part joined thickness
t
 = 
 = 0.375
[in]

Min fillet weld size allowed
wmin
 = 
 = 0.188
[in]
AISC 15th  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 15th  J2.2b
Min fillet weld length
L
 = 
 = 15.000
[in]

 ≥ Lmin
OK
 
 
Web Plate Weld Strength
ratio = 24.5 / 164.5
= 0.15
PASS
Shear force in demand
Vu
 = 
 = 24.5
[kips]

Fillet weld length - double fillet
L
 = 
 = 15.000
[in]

 
Fillet Weld Strength Check


Fillet weld leg size
w
 = 1⁄4
[in]
load angle θ
 = 0.0
[°]

Electrode strength
FEXX
 = 70.0
[ksi]
strength coeff C1
 = 1.00
AISC 15th  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 15th  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 15th  Eq 8-1

Base metal - web plate
thickness t
 = 0.375
[in]
tensile Fu
 = 65.0
[ksi]

Base metal - web plate is in shear, shear rupture as per AISC 15th  Eq J4-4 is checked
AISC 15th  J2.4
Base metal shear rupture
Rn-b
 = 0.6 Fu t
 = 14.625
[kip/in]
AISC 15th  Eq J4-4

Double fillet linear shear strength
Rn
 = min ( Rn-w , Rn-b )
 = 14.625
[kip/in]
AISC 15th  Eq 9-2
 
Resistance factor-LRFD
φ
 = 0.75
AISC 15th  Eq 8-1
φ Rn
 = 
 = 10.969
[kip/in]


Shear resistance required
Vu
 = 
 = 24.5
[kips]

Fillet weld length - double fillet
L
 = 
 = 15.000
[in]

Shear resistance provided
φ Fn
 = φ Rn x L
 = 164.5
[kips]

ratio
 = 0.15
 > Vu
OK
 
 
Flange Plate - Bolt Shear
ratio = 139.7 / 530.4
= 0.26
PASS
Flange force moment arm
dm
 = db
 = 23.900
[in]

Beam flange force as shear
Vu
 = Pb / 2 + M / dm
 = 139.7
[kips]


Bolt shear stress
bolt grade
 = A490-X
Fnv
 = 84.0
[ksi]
AISC 15th  Table J3.2
bolt dia db
 = 0.875
[in]
bolt area Ab
 = 0.601
[in2]

Number of bolt carried shear
ns
 = 14.0
shear plane m
 = 1

Bolt group eccentricity coefficient
Cec
 = 
 = 1.000

Required shear strength
Vu
 = 
 = 139.7
[kips]

Bolt shear strength
Rn
 = Fnv Ab ns m Cec
 = 707.2
[kips]
AISC 15th  Eq J3-1
Bolt resistance factor-LRFD
φ
 = 0.75
AISC 15th  Eq J3-1
φ Rn
 = 
 = 530.4
[kips]

ratio
 = 0.26
 > Vu
OK
 
Flange Plate - Bolt Bearing
ratio = 131.5 / 530.4
= 0.25
PASS
Flange force moment arm
dm
 = db + tp
 = 25.400
[in]

Beam flange force as shear
Vu
 = Pb / 2 + M / dm
 = 131.5
[kips]


Single Bolt Shear Strength

Bolt shear stress
bolt grade
 = A490-X
Fnv
 = 84.0
[ksi]
AISC 15th  Table J3.2
bolt dia db
 = 0.875
[in]
bolt area Ab
 = 0.601
[in2]

Single bolt shear strength
Rn-bolt
 = Fnv Ab
 = 50.5
[kips]
AISC 15th  Eq J3-1
Bolt Bearing/TearOut Strength on Plate


Bolt hole diameter
bolt dia db
 = 7⁄8
[in]
bolt hole dia dh
 = 15⁄16
[in]
AISC 15th  Table J3.3
Bolt spacing & edge distance
spacing Ls
 = 3.000
[in]
edge distance Le
 = 1.750
[in]

Plate tensile strength
Fu
 = 65.0
[ksi]

Plate thickness
t
 = 1.500
[in]

Interior Bolt


Bolt hole edge clear distance
Lc
 = Ls - dh
 = 2.063
[in]

Bolt tear out/bearing strength
Rn-t&b-in
 = 1.2 Lc t Fu ≤ 2.4 db t Fu
AISC 15th  Eq J3-6a
 = 241.3 ≤ 204.8
 = 204.8
[kips]

Bolt strength at interior
Rn-in
 = min ( Rn-t&b-in , Rn-bolt )
 = 50.5
[kips]

Edge Bolt


Bolt hole edge clear distance
Lc
 = Le - dh / 2
 = 1.281
[in]

Bolt tear out/bearing strength
Rn-t&b-ed
 = 1.2 Lc t Fu ≤ 2.4 db t Fu
AISC 15th  Eq J3-6a
 = 149.9 ≤ 204.8
 = 149.9
[kips]

Bolt strength at edge
Rn-ed
 = min ( Rn-t&b-ed , Rn-bolt )
 = 50.5
[kips]


Number of bolt
interior nin
 = 12
edge ned
 = 2

Bolt bearing strength for all bolts
Rn
 = nin Rn-in + ned Rn-ed
 = 707.2
[kips]

Required shear strength
Vu
 = 
 = 131.5
[kips]

Bolt resistance factor-LRFD
φ
 = 0.75
AISC 15th  J3-10
φ Rn
 = 
 = 530.4
[kips]

ratio
 = 0.25
 > Vu
OK
 
Flange Plate - Block Shear - 2 Side Strips
ratio = 131.5 / 1345.5
= 0.10
PASS
Flange force moment arm
dm
 = db + tp
 = 25.400
[in]

Flange force - tension
Pu
 = Pb / 2 + M / dm
 = 131.5
[kips]

Plate Block Shear - 2 Side Strips


Bolt hole diameter
bolt dia db
 = 7⁄8
[in]
bolt hole dia dh
 = 1
[in]
AISC 15th  B4.3b
Plate thickness
tp
 = 1.500
[in]

Plate strength
Fy
 = 50.0
[ksi]
Fu
 = 65.0
[ksi]

Bolt no in ver & hor dir
nv
 = 2
nh
 = 7

Bolt spacing in ver & hor dir
sv
 = 5.500
[in]
sh
 = 3.000
[in]

Bolt edge dist in ver & hor dir
ev
 = 1.750
[in]
eh
 = 1.750
[in]


Gross area subject to shear
Agv
 = [ (nh - 1) sh + eh ] tp x 2
 = 59.250
[in2]

Net area subject to shear
Anv
 = Agv - [(nh - 1)+ 0.5] dh tp x2
 = 39.750
[in2]

Net area subject to tension
when sheared out by 2 side strips
Ant
 = ( ev - 0.5 dh ) tp x 2
 = 3.750
[in2]


Block shear strength required
Vu
 = 
 = 131.5
[kips]

Uniform tension stress factor
Ubs
 = 1.00
AISC 15th  Fig C-J4.2
Bolt shear resistance provided
Rn
 = min (0.6Fu Anv , 0.6Fy Agv ) +
 = 1794.0
[kips]
AISC 15th  Eq J4-5
Ubs Fu Ant

Resistance factor-LRFD
φ
 = 0.75
AISC 15th  Eq J4-5
φ Rn
 = 
 = 1345.5
[kips]

ratio
 = 0.10
 > Vu
OK
 
Flange Plate - Block Shear - Center Strip
ratio = 131.5 / 1491.8
= 0.09
PASS
Flange force moment arm
dm
 = db + tp
 = 25.400
[in]

Flange force - tension
Pu
 = Pb / 2 + M / dm
 = 131.5
[kips]

Plate Block Shear - Center Strip


Bolt hole diameter
bolt dia db
 = 7⁄8
[in]
bolt hole dia dh
 = 1
[in]
AISC 15th  B4.3b
Plate thickness
tp
 = 1.500
[in]

Plate strength
Fy
 = 50.0
[ksi]
Fu
 = 65.0
[ksi]

Bolt no in ver & hor dir
nv
 = 2
nh
 = 7

Bolt spacing in ver & hor dir
sv
 = 5.500
[in]
sh
 = 3.000
[in]

Bolt edge dist in ver & hor dir
ev
 = 1.750
[in]
eh
 = 1.750
[in]


Gross area subject to shear
Agv
 = [ (nh - 1) sh + eh ] tp x 2
 = 59.250
[in2]

Net area subject to shear
Anv
 = Agv - [(nh - 1)+ 0.5] dh tp x2
 = 39.750
[in2]

Net area subject to tension
when sheared out by center strip
Ant
 = ( nv - 1) ( sv - dh ) tp
 = 6.750
[in2]


Block shear strength required
Vu
 = 
 = 131.5
[kips]

Uniform tension stress factor
Ubs
 = 1.00
AISC 15th  Fig C-J4.2
Bolt shear resistance provided
Rn
 = min (0.6Fu Anv , 0.6Fy Agv ) +
 = 1989.0
[kips]
AISC 15th  Eq J4-5
Ubs Fu Ant

Resistance factor-LRFD
φ
 = 0.75
AISC 15th  Eq J4-5
φ Rn
 = 
 = 1491.8
[kips]

ratio
 = 0.09
 > Vu
OK
 
Flange Plate - Tensile Yielding
ratio = 131.5 / 607.5
= 0.22
PASS
Flange force moment arm
dm
 = db + tp
 = 25.400
[in]

Flange force - tension
Pu
 = Pb / 2 + M / dm
 = 131.5
[kips]

Plate Tensile Yielding Check


Plate size
width bp
 = 9.000
[in]
thickness tp
 = 1.500
[in]

Plate yield strength
Fy
 = 50.0
[ksi]

Plate gross area in shear
Ag
 = bp tp
 = 13.500
[in2]

Tensile force required
Pu
 = 
 = 131.5
[kips]

Plate tensile yielding strength
Rn
 = Fy Ag
 = 675.0
[kips]
AISC 15th  Eq J4-1
Resistance factor-LRFD
φ
 = 0.90
AISC 15th  Eq J4-1
φ Rn
 = 
 = 607.5
[kips]

ratio
 = 0.22
 > Pu
OK
 
Flange Plate - Tensile Rupture
ratio = 131.5 / 511.9
= 0.26
PASS
Flange force moment arm
dm
 = db + tp
 = 25.400
[in]

Flange force - tension
Pu
 = Pb / 2 + M / dm
 = 131.5
[kips]

Plate Tensile Rupture Check


Bolt hole diameter
bolt dia db
 = 7⁄8
[in]
bolt hole dia dh
 = 1
[in]
AISC 15th  B4.3b
Number of bolt
n
 = 2

Plate size
width bp
 = 9.000
[in]
thickness tp
 = 1.500
[in]

Plate tensile strength
Fu
 = 65.0
[ksi]

Plate net area in tension
Ant
 = ( bp - n dh ) tp
 = 10.500
[in2]

Tensile force required
Pu
 = 
 = 131.5
[kips]

Plate tensile rupture strength
Rn
 = Fu Ant
 = 682.5
[kips]
AISC 15th  Eq J4-2
Resistance factor-LRFD
φ
 = 0.75
AISC 15th  Eq J4-2
φ Rn
 = 
 = 511.9
[kips]
AISC 15th  Eq J4-2
ratio
 = 0.26
 > Pu
OK
 
Flange Plate - Compression
ratio = 131.5 / 607.5
= 0.22
PASS
Flange force moment arm
dm
 = db + tp
 = 25.400
[in]

Flange force - compression
Pu
 = Pb / 2 + M / dm
 = 131.5
[kips]

Plate Compression Check


Plate size
width bp
 = 9.000
[in]
thickness tp
 = 1.500
[in]

Fy
 = 50.0
[ksi]
E
 = 29000
[ksi]

Plate gross area in compression
Ag
 = bp tp
 = 13.500
[in2]


Plate radius of gyration
r
 = tp / √12
 = 0.433
[in]

Plate effective length factor
K
 = 
 = 0.65
Plate unbraced length
Lu
 = 
 = 4.500
[in]

Plate slenderness
KL/r
 = 0.65 x Lu  / r
 = 6.75

Plate compression required
Pu
 = 
 = 131.5
[kips]


when  
KL/r
  ≤  25
AISC 15th  J4.4 (a)
Plate compression provided
Rn
 = Fy x Ag
 = 675.0
[kips]
AISC 15th  Eq J4-6
Resistance factor-LRFD
φ
 = 0.90
AISC 15th  J4.4 (a)
φ Rn
 = 
 = 607.5
[kips]

ratio
 = 0.22
 > Pu
OK
 
Flange Plate - Slip Critical
ratio = 139.7 / 232.6
= 0.60
PASS
Flange force moment arm
dm
 = db
 = 23.900
[in]

Beam flange force as shear
Vu
 = Pb / 2 + M / dm
 = 139.7
[kips]


Bolt dia & bolt pretension
dia db
 = 7⁄8
[in]
Pretension Tb
 = 49.0
[kips]
AISC 15th  Table J3.1
Surface class
 = Class A
Slip coeff. μ
 = 0.30
AISC 15th  J3.8
Min. bolt pretension
Du
 = 1.13
Filler factor hf
 = 1.00
AISC 15th  J3.8
No of bolt row & column
nr
 = 2
nc
 = 7

No of slip plane
ns
 = 1

Bolt group eccentricity coefficient
Cec
 = 
 = 1.000

Required shear strength
Vu
 = 
 = 139.7
[kips]

Slip resistance
Rn
 = μ Du hf Tb ns nr nc Cec
 = 232.6
[kips]
AISC 15th  Eq J3-4
Resistance factor-LRFD
φ
 = 1.00
for standard size or SSLT hole
AISC 15th  J3.8
φ Rn
 = 
 = 232.6
[kips]

ratio
 = 0.60
 > Vu
OK
 
 
Web Plate - Bolt Bearing
ratio = 24.5 / 120.0
= 0.20
PASS
Single Bolt Shear Strength

Bolt shear stress
bolt grade
 = A325-N
Fnv
 = 54.0
[ksi]
AISC 15th  Table J3.2
bolt dia db
 = 0.875
[in]
bolt area Ab
 = 0.601
[in2]

Single bolt shear strength
Rn-bolt
 = Fnv Ab
 = 32.5
[kips]
AISC 15th  Eq J3-1
Bolt Bearing/TearOut Strength on Plate


Bolt hole diameter
bolt dia db
 = 7⁄8
[in]
bolt hole dia dh
 = 15⁄16
[in]
AISC 15th  Table J3.3
Bolt spacing & edge distance
spacing Ls
 = 3.000
[in]
edge distance Le
 = 1.500
[in]

Plate tensile strength
Fu
 = 65.0
[ksi]

Plate thickness
t
 = 0.375
[in]

Interior Bolt


Bolt hole edge clear distance
Lc
 = Ls - dh
 = 2.063
[in]

Bolt tear out/bearing strength
Rn-t&b-in
 = 1.2 Lc t Fu ≤ 2.4 db t Fu
AISC 15th  Eq J3-6a
 = 60.3 ≤ 51.2
 = 51.2
[kips]

Bolt strength at interior
Rn-in
 = min ( Rn-t&b-in , Rn-bolt )
 = 32.5
[kips]

Edge Bolt


Bolt hole edge clear distance
Lc
 = Le - dh / 2
 = 1.031
[in]

Bolt tear out/bearing strength
Rn-t&b-ed
 = 1.2 Lc t Fu ≤ 2.4 db t Fu
AISC 15th  Eq J3-6a
 = 30.2 ≤ 51.2
 = 30.2
[kips]

Bolt strength at edge
Rn-ed
 = min ( Rn-t&b-ed , Rn-bolt )
 = 30.2
[kips]


Number of bolt
interior nin
 = 4
edge ned
 = 1

Bolt bearing strength for all bolts
Rn
 = nin Rn-in + ned Rn-ed
 = 160.0
[kips]

Required shear strength
Vu
 = 
 = 24.5
[kips]

Bolt resistance factor-LRFD
φ
 = 0.75
AISC 15th  J3-10
φ Rn
 = 
 = 120.0
[kips]

ratio
 = 0.20
 > Vu
OK
 
Web Plate - Shear Yielding
ratio = 24.5 / 168.8
= 0.15
PASS
Plate Shear Yielding Check


Plate size
width bp
 = 15.000
[in]
thickness tp
 = 0.375
[in]

Plate yield strength
Fy
 = 50.0
[ksi]

Plate gross area in shear
Agv
 = bp tp
 = 5.625
[in2]

Shear force required
Vu
 = 
 = 24.5
[kips]

Plate shear yielding strength
Rn
 = 0.6 Fy Agv
 = 168.8
[kips]
AISC 15th  Eq J4-3
Resistance factor-LRFD
φ
 = 1.00
AISC 15th  Eq J4-3
φ Rn
 = 
 = 168.8
[kips]

ratio
 = 0.15
 > Vu
OK
 
Web Plate - Shear Rupture
ratio = 24.5 / 109.7
= 0.22
PASS
Plate Shear Rupture Check


Bolt hole diameter
bolt dia db
 = 7⁄8
[in]
bolt hole dia dh
 = 1
[in]
AISC 15th  B4.3b
Number of bolt
n
 = 5

Plate size
width bp
 = 15.000
[in]
thickness tp
 = 0.375
[in]

Plate tensile strength
Fu
 = 65.0
[ksi]

Plate net area in shear
Anv
 = ( bp - n dh ) tp
 = 3.750
[in2]

Shear force required
Vu
 = 
 = 24.5
[kips]

Plate shear rupture strength
Rn
 = 0.6 Fu Anv
 = 146.3
[kips]
AISC 15th  Eq J4-4
Resistance factor-LRFD
φ
 = 0.75
AISC 15th  Eq J4-4
φ Rn
 = 
 = 109.7
[kips]

ratio
 = 0.22
 > Vu
OK
 
Web Plate - Slip Critical
ratio = 24.5 / 66.1
= 0.37
PASS
Bolt dia & bolt pretension
dia db
 = 7⁄8
[in]
Pretension Tb
 = 39.0
[kips]
AISC 15th  Table J3.1
Surface class
 = Class A
Slip coeff. μ
 = 0.30
AISC 15th  J3.8
Min. bolt pretension
Du
 = 1.13
Filler factor hf
 = 1.00
AISC 15th  J3.8
No of bolt row & column
nr
 = 5
nc
 = 1

No of slip plane
ns
 = 1

Bolt group eccentricity coefficient
Cec
 = 
 = 1.000

Required shear strength
Vu
 = 
 = 24.5
[kips]

Slip resistance
Rn
 = μ Du hf Tb ns nr nc Cec
 = 66.1
[kips]
AISC 15th  Eq J3-4
Resistance factor-LRFD
φ
 = 1.00
for standard size or SSLT hole
AISC 15th  J3.8
φ Rn
 = 
 = 66.1
[kips]

ratio
 = 0.37
 > Vu
OK
 
Web Plate - Block Shear - 1-Side Strip
ratio = 24.5 / 135.3
= 0.18
PASS
Plate Block Shear - Side Strip


Bolt hole diameter
bolt dia db
 = 7⁄8
[in]
bolt hole dia dh
 = 1
[in]
AISC 15th  B4.3b
Plate thickness
tp
 = 0.375
[in]

Plate strength
Fy
 = 50.0
[ksi]
Fu
 = 65.0
[ksi]

Bolt no in ver & hor dir
nv
 = 1
nh
 = 5

Bolt spacing in hor dir
sh
 = 3.000
[in]

Bolt edge dist in ver & hor dir
ev
 = 2.500
[in]
eh
 = 1.500
[in]


Gross area subject to shear
Agv
 = [ (nh - 1) sh + eh ] tp
 = 5.063
[in2]

Net area subject to shear
Anv
 = Agv - [ (nh - 1) + 0.5 ] dh tp
 = 3.375
[in2]

Net area subject to tension
Ant
 = ( ev - 0.5 dh ) tp
 = 0.750
[in2]


Block shear strength required
Vu
 = 
 = 24.5
[kips]

Uniform tension stress factor
Ubs
 = 1.00
AISC 15th  Fig C-J4.2
Bolt shear resistance provided
Rn
 = min (0.6Fu Anv , 0.6Fy Agv ) +
 = 180.4
[kips]
AISC 15th  Eq J4-5
Ubs Fu Ant

Resistance factor-LRFD
φ
 = 0.75
AISC 15th  Eq J4-5
φ Rn
 = 
 = 135.3
[kips]

ratio
 = 0.18
 > Vu
OK
 
 
Beam Flange - Bolt Shear
ratio = 139.7 / 530.4
= 0.26
PASS
Flange force moment arm
dm
 = db
 = 23.900
[in]

Beam flange force as shear
Vu
 = Pb / 2 + M / dm
 = 139.7
[kips]


Bolt shear stress
bolt grade
 = A490-X
Fnv
 = 84.0
[ksi]
AISC 15th  Table J3.2
bolt dia db
 = 0.875
[in]
bolt area Ab
 = 0.601
[in2]

Number of bolt carried shear
ns
 = 14.0
shear plane m
 = 1

Bolt group eccentricity coefficient
Cec
 = 
 = 1.000

Required shear strength
Vu
 = 
 = 139.7
[kips]

Bolt shear strength
Rn
 = Fnv Ab ns m Cec
 = 707.2
[kips]
AISC 15th  Eq J3-1
Bolt resistance factor-LRFD
φ
 = 0.75
AISC 15th  Eq J3-1
φ Rn
 = 
 = 530.4
[kips]

ratio
 = 0.26
 > Vu
OK
 
Beam Flange - Bolt Bearing
ratio = 143.8 / 530.4
= 0.27
PASS
Flange force moment arm
dm
 = db - tfb
 = 23.220
[in]

Beam flange force as shear
Vu
 = Pb / 2 + M / dm
 = 143.8
[kips]


Single Bolt Shear Strength

Bolt shear stress
bolt grade
 = A490-X
Fnv
 = 84.0
[ksi]
AISC 15th  Table J3.2
bolt dia db
 = 0.875
[in]
bolt area Ab
 = 0.601
[in2]

Single bolt shear strength
Rn-bolt
 = Fnv Ab
 = 50.5
[kips]
AISC 15th  Eq J3-1
Bolt Bearing/TearOut Strength on Plate


Bolt hole diameter
bolt dia db
 = 7⁄8
[in]
bolt hole dia dh
 = 15⁄16
[in]
AISC 15th  Table J3.3
Bolt spacing & edge distance
spacing Ls
 = 3.000
[in]
edge distance Le
 = 3.750
[in]

Plate tensile strength
Fu
 = 65.0
[ksi]

Plate thickness
t
 = 0.680
[in]

Interior Bolt


Bolt hole edge clear distance
Lc
 = Ls - dh
 = 2.063
[in]

Bolt tear out/bearing strength
Rn-t&b-in
 = 1.2 Lc t Fu ≤ 2.4 db t Fu
AISC 15th  Eq J3-6a
 = 109.4 ≤ 92.8
 = 92.8
[kips]

Bolt strength at interior
Rn-in
 = min ( Rn-t&b-in , Rn-bolt )
 = 50.5
[kips]

Edge Bolt


Bolt hole edge clear distance
Lc
 = Le - dh / 2
 = 3.281
[in]

Bolt tear out/bearing strength
Rn-t&b-ed
 = 1.2 Lc t Fu ≤ 2.4 db t Fu
AISC 15th  Eq J3-6a
 = 174.0 ≤ 92.8
 = 92.8
[kips]

Bolt strength at edge
Rn-ed
 = min ( Rn-t&b-ed , Rn-bolt )
 = 50.5
[kips]


Number of bolt
interior nin
 = 12
edge ned
 = 2

Bolt bearing strength for all bolts
Rn
 = nin Rn-in + ned Rn-ed
 = 707.2
[kips]

Required shear strength
Vu
 = 
 = 143.8
[kips]

Bolt resistance factor-LRFD
φ
 = 0.75
AISC 15th  J3-10
φ Rn
 = 
 = 530.4
[kips]

ratio
 = 0.27
 > Vu
OK
 
Beam Flange - Block Shear - 2 Side Strips
ratio = 143.8 / 689.2
= 0.21
PASS
Flange force moment arm
dm
 = db - tfb
 = 23.220
[in]

Beam flange force - tension
Vu
 = Pb / 2 + M / dm
 = 143.8
[kips]


Plate Block Shear - 2 Side Strips


Bolt hole diameter
bolt dia db
 = 7⁄8
[in]
bolt hole dia dh
 = 1
[in]
AISC 15th  B4.3b
Plate thickness
tp
 = 0.680
[in]

Plate strength
Fy
 = 50.0
[ksi]
Fu
 = 65.0
[ksi]

Bolt no in ver & hor dir
nv
 = 2
nh
 = 7

Bolt spacing in ver & hor dir
sv
 = 5.500
[in]
sh
 = 3.000
[in]

Bolt edge dist in ver & hor dir
ev
 = 1.745
[in]
eh
 = 3.750
[in]


Gross area subject to shear
Agv
 = [ (nh - 1) sh + eh ] tp x 2
 = 29.580
[in2]

Net area subject to shear
Anv
 = Agv - [(nh - 1)+ 0.5] dh tp x2
 = 20.740
[in2]

Net area subject to tension
when sheared out by 2 side strips
Ant
 = ( ev - 0.5 dh ) tp x 2
 = 1.693
[in2]


Block shear strength required
Vu
 = 
 = 143.8
[kips]

Uniform tension stress factor
Ubs
 = 1.00
AISC 15th  Fig C-J4.2
Bolt shear resistance provided
Rn
 = min (0.6Fu Anv , 0.6Fy Agv ) +
 = 918.9
[kips]
AISC 15th  Eq J4-5
Ubs Fu Ant

Resistance factor-LRFD
φ
 = 0.75
AISC 15th  Eq J4-5
φ Rn
 = 
 = 689.2
[kips]

ratio
 = 0.21
 > Vu
OK
 
 
Beam Web - Bolt Shear
ratio = 24.5 / 121.8
= 0.20
PASS
Bolt shear stress
bolt grade
 = A325-N
Fnv
 = 54.0
[ksi]
AISC 15th  Table J3.2
bolt dia db
 = 0.875
[in]
bolt area Ab
 = 0.601
[in2]

Number of bolt carried shear
ns
 = 5.0
shear plane m
 = 1

Bolt group eccentricity coefficient
Cec
 = 
 = 1.000

Required shear strength
Vu
 = 
 = 24.5
[kips]

Bolt shear strength
Rn
 = Fnv Ab ns m Cec
 = 162.4
[kips]
AISC 15th  Eq J3-1
Bolt resistance factor-LRFD
φ
 = 0.75
AISC 15th  Eq J3-1
φ Rn
 = 
 = 121.8
[kips]

ratio
 = 0.20
 > Vu
OK
 
Beam Web - Bolt Bearing
ratio = 24.5 / 121.8
= 0.20
PASS
Single Bolt Shear Strength

Bolt shear stress
bolt grade
 = A325-N
Fnv
 = 54.0
[ksi]
AISC 15th  Table J3.2
bolt dia db
 = 0.875
[in]
bolt area Ab
 = 0.601
[in2]

Single bolt shear strength
Rn-bolt
 = Fnv Ab
 = 32.5
[kips]
AISC 15th  Eq J3-1
Bolt Bearing/TearOut Strength on Plate


Bolt hole diameter
bolt dia db
 = 7⁄8
[in]
bolt hole dia dh
 = 15⁄16
[in]
AISC 15th  Table J3.3
Bolt spacing
spacing Ls
 = 3.000
[in]

Plate tensile strength
Fu
 = 65.0
[ksi]

Plate thickness
t
 = 0.440
[in]

Interior Bolt


Bolt hole edge clear distance
Lc
 = Ls - dh
 = 2.063
[in]

Bolt tear out/bearing strength
Rn-t&b-in
 = 1.2 Lc t Fu ≤ 2.4 db t m Fu
AISC 15th  Eq J3-6a
 = 70.8 ≤ 60.1
 = 60.1
[kips]

Bolt strength at interior
Rn-in
 = min ( Rn-t&b-in , Rn-bolt )
 = 32.5
[kips]


Number of bolt
interior nin
 = 5

Bolt bearing strength for all bolts
Rn
 = nin Rn-in
 = 162.4
[kips]

Required shear strength
Vu
 = 
 = 24.5
[kips]

Bolt resistance factor-LRFD
φ
 = 0.75
AISC 15th  J3-10
φ Rn
 = 
 = 121.8
[kips]

ratio
 = 0.20
 > Vu
OK
 
Beam Web - Shear Yielding
ratio = 24.5 / 315.5
= 0.08
PASS
Plate Shear Yielding Check


Plate size
width bp
 = 23.900
[in]
thickness tp
 = 0.440
[in]

Plate yield strength
Fy
 = 50.0
[ksi]

Plate gross area in shear
Agv
 = bp tp
 = 10.516
[in2]

Shear force required
Vu
 = 
 = 24.5
[kips]

Plate shear yielding strength
Rn
 = 0.6 Fy Agv
 = 315.5
[kips]
AISC 15th  Eq J4-3
Resistance factor-LRFD
φ
 = 1.00
AISC 15th  Eq J4-3
φ Rn
 = 
 = 315.5
[kips]

ratio
 = 0.08
 > Vu
OK
 
Beam Web - Shear Rupture
ratio = 24.5 / 243.2
= 0.10
PASS
Plate Shear Rupture Check


Bolt hole diameter
bolt dia db
 = 7⁄8
[in]
bolt hole dia dh
 = 1
[in]
AISC 15th  B4.3b
Number of bolt
n
 = 5

Plate size
width bp
 = 23.900
[in]
thickness tp
 = 0.440
[in]

Plate tensile strength
Fu
 = 65.0
[ksi]

Plate net area in shear
Anv
 = ( bp - n dh ) tp
 = 8.316
[in2]

Shear force required
Vu
 = 
 = 24.5
[kips]

Plate shear rupture strength
Rn
 = 0.6 Fu Anv
 = 324.3
[kips]
AISC 15th  Eq J4-4
Resistance factor-LRFD
φ
 = 0.75
AISC 15th  Eq J4-4
φ Rn
 = 
 = 243.2
[kips]

ratio
 = 0.10
 > Vu
OK
 
 
Beam Flange With Holes - Beam Flexural Rupture
Not Applicable
Beam sect W24X76
bf
 = 8.990
[in]
tf
 = 0.680
[in]

Sx
 = 176.00
[in3]

Fy
 = 50.0
[ksi]
Fu
 = 65.0
[ksi]


Gross area of tension flange
Afg
 = bf tf
 = 6.113
[in2]

 
Bolt hole diameter
bolt dia db
 = 7⁄8
[in]
bolt hole dia dh
 = 1
[in]
AISC 15th  B4.3b
Number of bolt
n
 = 2

 
Net area of tension flange
Afn
 = ( bf - n dh ) tf
 = 4.753
[in2]


Yt
 = 1.0

When Fu Afn ≥ Yt Fy Afg   this limit state doesn't apply
AISC 15th  Eq F13.1 (a)
 
 
Column Flange Bending
ratio = 131.5 / 482.7
= 0.27
PASS
Flange force moment arm
dm
 = db + tp
 = 25.400
[in]

Flange force required - tension
Puf_t
 = Pu  / 2 - Mu  / dm
 = 131.5
[kips]


Column flange thickness
tfc
 = 1.310
[in]
yield Fyc
 = 50.0
[ksi]

Top column condition
it's not a top column case
Ct
 = 1.0
AISC 15th  J10.1
Column flange tensile resistance
Rn
 = Ct 6.25 Fyc t2fc
 = 536.3
[kips]
AISC 15th  Eq J10-1
Resistance factor-LRFD
φ
 = 0.90
AISC 15th  J10.1
φ Rn
 = 
 = 482.7
[kips]

ratio
 = 0.27
 > Puf_t
OK
 
Column Web Yielding
ratio = 131.5 / 1011.1
= 0.13
PASS
Column web thickness
twc
 = 0.830
[in]
yield Fy
 = 50.0
[ksi]

Doubler plate thickness
tdp
 = 0.500
[in]
yield Fydp
 = 50.0
[ksi]

Equivalent web thickness when considering doubler plate
tw-eq
 = twc + tdp x Fydp / Fy x 2 sides
 = 1.830
[in]

Flange force moment arm
dm
 = db + tp
 = 25.400
[in]

Flange force in demand
Puf
 = max ( Puf_t  , Puf_c  )
 = 131.5
[kips]
AISC DG13  Eq 4.2-1

Column section
dc
 = 15.200
[in]
tfc
 = 1.310
[in]

twc
 = 0.830
[in]
kc
 = 1.910
[in]

Column yield strength
Fyc
 = 50.0
[ksi]

Top column condition
it's not a top column case
AISC 15th  J10.2 (a)
Flange plate fillet weld size
w
 = 0.000
[in]
flange plate tp
 = 1.500
[in]

Length of bearing
N
 = tp + 2 w
 = 1.500
[in]
AISC DG4  Eq 3.24
Column web yielding strength
Rn
 = ( 5 kc + N ) Fyc tw-eq
 = 1011.1
[kips]
AISC 15th  Eq J10-2
Resistance factor-LRFD
φ
 = 1.00
AISC 15th  J10.2
φ Rn
 = 
 = 1011.1
[kips]

ratio
 = 0.13
 > Puf
OK
 
Column Web Buckling
ratio = 131.5 / 1878.3
= 0.07
PASS
Flange force moment arm
dm
 = db + tp
 = 25.400
[in]

Flange force required in compression
Puf_c
 = Pu  / 2 - Mu  / dm
 = 131.5
[kips]


Column section
dc
 = 15.200
[in]
tfc
 = 1.310
[in]

twc
 = 0.830
[in]
kc
 = 1.910
[in]

h
 = dc - 2 kc
 = 11.380
[in]

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


Top column condition
it's not a top column case
Ct
 = 1.0
AISC 15th  J10.5

Column web buckling strength
Rn1
 = 
Ct 24 t3wc √Ec Fyc/h
 = 1452.1
[kips]
AISC 15th  Eq J10-8

Doubler plate thickness
tdp
 = 0.500
[in]
yield Fydp
 = 50.0
[ksi]

Doubler plate buckling strength
Rn2
 = 
2 Ct 24 t3dp √Ec Fydp/h
 = 634.9
[kips]
AISC 15th  Eq J10-8

Total buckling strength
Rn
 = Rn1 + Rn2
 = 2087.0
[kips]

Resistance factor-LRFD
φ
 = 0.90
AISC 15th  J10.5
φ Rn
 = 
 = 1878.3
[kips]

ratio
 = 0.07
 > Puf_c
OK
 
Column Web Crippling
ratio = 131.5 / 1344.2
= 0.10
PASS
Flange force moment arm
dm
 = db + tp
 = 25.400
[in]

Flange force required in compression
Puf_c
 = Pu  / 2 - Mu  / dm
 = 131.5
[kips]


Column section
dc
 = 15.200
[in]
tfc
 = 1.310
[in]

twc
 = 0.830
[in]
kc
 = 1.910
[in]

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


Flange plate fillet weld size
w
 = 0.000
[in]
flange plate tp
 = 1.500
[in]

Length of bearing
lb
 = tp + 2 w
 = 1.500
[in]


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

Top column condition
it's not a top column case, use Eq J10-4
AISC 15th  J10.3 (a)
Column web crippling strength
Rn1
 = 0.8 t2wc [1+3
lb/dc
(
twc/tfc
)1.5]x
 = 958.2
[kips]
AISC 15th  Eq J10-4
(
Ec Fyc tfc/twc
)0.5


Doubler plate thickness
tdp
 = 0.500
[in]
yield Fydp
 = 50.0
[ksi]

Doubler plate crippling strength
Rn2
 = 0.8 t2dp [1+3
lb/dc
(
tdp/tfc
)1.5]x
 = 834.1
[kips]
AISC 15th  Eq J10-4
(
Ec Fydp tfc/tdp
)0.5


Total crippling strength
Rn
 = Rn1 + Rn2
 = 1792.3
[kips]

Resistance factor-LRFD
φ
 = 0.75
AISC 15th  J10.3
φ Rn
 = 
 = 1344.2
[kips]

ratio
 = 0.10
 > Puf_c
OK
 
Column Panel Zone Shear
ratio = 104.0 / 421.8
= 0.25
PASS

Panel zone shear force
Vp
 = Pf-TR - Pf-TL - Vs
 = 104.0
[kips]

Column W14X176
dc
 = 15.200
[in]
bcf
 = 15.700
[in]

tcf
 = 1.310
[in]
tcw
 = 0.830
[in]

Ac
 = 51.800
[in2]
Fcy
 = 50.0
[ksi]

 
Beam W24X76
db
 = 23.900
[in]
tbf
 = 0.680
[in]

Flange plate thickness
tp
 = from user input
 = 1.500
[in]

Moment arm between flange plates
dm
 = d + tp
 = 26.900
[in]
AISC 358-16 Eq 7.6-7
 
Column axial compression
Pr
 = from user input
 = 249.0
[kips]

Column axial yield strength
Py
 = Fcy Ac
 = 2590.0
[kips]
AISC 15th  J10.6 (b)
LRFD-ASD force adjustment factor
α
 = for LRFD
 = 1.0
AISC 341-16 D1.2a (b)
 
when αPr  ≤ 0.75 Py  , use Eq J10-11
AISC 15th  Eq J10-11
 
Column web panel zone capacity
Rn
 = 0.6 Fcy dc tcw (1 +
3 bcf t2cf/dm dc tcw
)
 = 468.6
[kips]
AISC 15th  Eq J10-11
 
Resistance factor-LRFD
φ
 = 0.90
AISC 15th  J10.6
φ Rn
 = 
 = 421.8
[kips]

ratio
 = 0.25
 > Vp
OK
 
 
Seismic Material & Geometry Limitations
PASS
Check Max Beam Yield Stress

Condition : beam max material Fy ≤ Fy_max = 50 ksi
AISC 341-16  A3.1
Beam yield strength
Fyb
 = 50.0
[ksi]

 ≤ Fy_max
OK
Check Max Column Yield Stress

Condition : column max material Fy ≤ Fy_max = 65 ksi
AISC 341-16  A3.1
Column yield strength
Fyc
 = 50.0
[ksi]

 ≤ Fy_max
OK
Check Max Beam Depth

Condition : beam depth shall be limited to W36 maximum
AISC 358-16  7.3.1 (2)
Beam W24X76 depth
d
 = 
 = 23.900
[in]
 ≤ W36
OK
Check Max Beam Weight

Condition : beam weight shall be limited to 150 lb/ft maximum
AISC 358-16  7.3.1 (3)
Beam W24X76 weight
wt
 = 
 = 75
[lb/ft]
 ≤ 150
OK
Check Max Beam Flange Thickness

Condition : beam flange thickness shall be limited to 1 in maximum
AISC 358-16  7.3.1 (4)
Beam W24X76 flange thickness
tf
 = 
 = 0.680
[in]
 ≤ tf
OK
Check Min Beam Clear Span to Depth Ratio

Condition : beam clear span-to-depth ratio ≥ 9
AISC 358-16  7.3.1 (5)
Beam W24X76 clear span
L
 = 345.0
[in]
depth d
 = 23.900
[in]

Beam clear span to depth ratio
L/d
 = L / d
 = 14.44
 ≥ 9
OK
Check Max Column Depth

Condition : column depth shall be limited to W36 maximum
AISC 358-16  7.3.2 (3)
Column W14X176 depth
d
 = 
 = 15.200
[in]
 ≤ W36
OK
Check Flange Plate Bolt Hole Type

Condition : Flange plate bolt hole type shall be STD
Flange plate bolt hole type
 = 
STD + STD

OK
AISC 358-16  7.5.4
Check Web Plate Bolt Hole Type

Condition : Web plate bolt hole type shall be STD or SSLT
Web plate bolt hole type
 = 
STD + STD

OK
AISC 341-16  D2.2 (3)
 
Seismic Geometry SMF Column Flange Thickness
PASS
Check SMF Column Condition Without Continuity Plate

SMF column flange thcikness shall satisfy AISC 341-16 Eq E3-8 , otherwise continuity plate is required
AISC 341-16 E3.6f.1
 
Siffener palte is provided as continuity plate, so this check is not required.
 
OK
AISC 341-16  E3.6f.1
 
Seismic Geometry SMF Column Stiffener Plate Thickness
PASS
Check SMF Column Min Stiffener Plate Thickness

SMF column minimum stiffener plate thcikness shall satisfy requirements in AISC 341-16 E3.6f.2(b)
AISC 341-16 E3.6f.2(b)
 
Right beam W24X76 flange thickness
tfb1
 = 
 = 0.680
[in]
Left beam W24X76 flange thickness
tfb2
 = 
 = 0.680
[in]
Thicker beam flange thickness
tfb
 = max ( tfb1 , tfb2 )
 = 0.680
[in]
Min stiffener plate thickness
tmin
 = tfb x 0.75
 = 0.510
[in]
Stiffener plate thickness
ts
 = from user input
 = 1.125
[in]
 ≥ tmin
OK
AISC 341-16 E3.6f.2(b)
 
Seismic Width to Thickness Ratio
PASS
Check Beam Flange

Beam half flange width
b
 = 4.495
[in]
tf
 = 0.680
[in]

Beam yield strength
Fy
 = 50.0
[ksi]
E
 = 29000
[ksi]

Width-to-thickness ratio-allow
λhd
 = 0.30 √E / Fy
 = 7.22
Width-to-thickness ratio-actual
b/tf
 = b / tf
 = 6.61
 ≤ λhd
OK
AISC 341-16  Table D1.1
Check Beam Web

Clear dist between beam flange
hb
 = 22.540
[in]
tw
 = 0.440
[in]

Beam yield strength
Fyb
 = 50.0
[ksi]
E
 = 29000
[ksi]

Resistance factor for compression
φc
 = 0.90
Ab
 = 22.400
[in2]

Nominal axial yield strength
Pyb
 = Fyb Ab
 = 1120.0
[kips]
Beam axial compression
Pub
 = from user input
 = 0.0
[kips]
Ratio of req'd to available strength
Cab
 = Pub / ( φc x Pyb )
 = 0.00
Width-to-thickness ratio-allow
λhd
 = 
 = 59.00
Width-to-thickness ratio-actual
h /tw
 = hb / tw
 = 51.23
 ≤ λhd
OK
AISC 341-16  Table D1.1
Check Column Flange

Column half flange width
b
 = 7.850
[in]
tf
 = 1.310
[in]

Column yield strength
Fy
 = 50.0
[ksi]
E
 = 29000
[ksi]

Width-to-thickness ratio-allow
λhd
 = 0.30 √E / Fy
 = 7.22
Width-to-thickness ratio-actual
b/tf
 = b / tf
 = 5.99
 ≤ λhd
OK
AISC 341-16  Table D1.1
Check Column Web

Clear dist between column flange
hc
 = 12.580
[in]
tw
 = 0.830
[in]

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

Resistance factor for compression
φc
 = 0.90
Ac
 = 51.800
[in2]

Nominal axial yield strength
Pyc
 = Fyc Ac
 = 2590.0
[kips]
Column axial compression
Puc
 = from user input
 = 249.0
[kips]
Ratio of req'd to available strength
Cac
 = Puc / ( φc x Pyc )
 = 0.11
Width-to-thickness ratio-allow
λhd
 = 
 = 53.14
Width-to-thickness ratio-actual
h /tw
 = hc / tw
 = 15.16
 ≤ λhd
OK
AISC 341-16  Table D1.1
 
Seismic Weld Limitation
PASS
Check Beam Web Weld Material

Condition : Web weld electrode must be E70 or E80
Beam web weld electrode material
 = 
E70XX

OK
AISC 341-16  A3.4b
Check Beam Flange Weld Material

Condition : Flange weld electrode must be E70 or E80
Beam flange weld electrode material
 = 
E70XX

OK
AISC 341-16  A3.4b
Check Beam Flange Weld Type

Condition : Flange weld type shall be CJP weld
Beam flange to end plate weld
 = 
CJP

OK
AISC 358-16  7.5.2
Check Column Stiff PL to Column Flange Weld Type

Condition : Continuity plate (column stiff) shall be welded to column flanges using CJP weld
Column stiff to column flange weld
 = 
CJP

OK
AISC 341-16  E3.6f (3)
 
Seismic Flange Plate Bolt Limitation
FAIL
Check Length of Bolt Group

Condition : Length of bolt group L ≤ beam depth
AISC 358-16  7.5.4
Beam depth
d
 = 23.900
[in]

Bolt row & spacing
n
 = 7
s
 = 3.000
[in]

Length of bolt group
L
 = ( n-1 ) s
 = 18.000
[in]

 ≤ d
OK
AISC 358-16  7.5.4
Check Check Max Bolt Diameter

Condition : Max bolt diameter db ≤ 1.125 inch
Bolt diameter
 = 
0.875

OK
AISC 358-16  7.5.4
Check Max Bolt Dia to Prevent Beam Flange Tensile Rupture

Ratio of expected/min yield & tensile strength
Ry
 = 1.1
Rt
 = 1.2

Beam sect W24X76
bf
 = 8.990
[in]

Beam sect strength
Fy
 = 50.0
[ksi]
Fu
 = 65.0
[ksi]

Flange plate nax bolt diameter
dmax
 = 
bf/2
( 1 -
Ry Fy/Rt Fu
) -
1/8
 = 1.200
[in]
AISC 358-16  Eq 7.6-2
Flange plate bolt diameter
db
 = 
 = 0.875
[in]
 ≤ dmax
OK
Check Bolt Grade Material

Condition : Bolt grade must be A490-X or A490M-X
Bolt grade
 = 
A490-X

OK
AISC 358-16  7.5.4
Check Bolt Clear Edge Dist at Beam Flange

Bolt and bolt hole dia
db
 = 0.875
[in]
dh
 = 0.938
[in]

Bolt edge dist at beam flange
Le
 = 3.750
[in]

Bolt clear edge dist
Lce
 = Le - 0.5 dh
 = 3.281
[in]
 ≥ 2db
OK
AISC 358-16  7.6 Step 5
Check Bolt Clear Edge Dist at Flange Plate

Bolt and bolt hole dia
db
 = 0.875
[in]
dh
 = 0.938
[in]

Bolt edge dist at flange plate
Le
 = 1.750
[in]

Bolt clear edge dist
Lce
 = Le - 0.5 dh
 = 1.281
[in]
 < 2db
NG
AISC 358-16  7.6 Step 5
Check Bolt Clear Dist at Bolt Spacing

Bolt and bolt hole dia
db
 = 0.875
[in]
dh
 = 0.938
[in]

Bolt spacing at flange plate
Ls
 = 3.000
[in]

Bolt clear dist spacing
Lcs
 = Ls - dh
 = 2.063
[in]
 ≥ 2db
OK
AISC 358-16  7.6 Step 5
 
Seismic Column Beam Moment Ratio
PASS
Seismic column beam moment ratio check as per AISC 341-16  E3.4a
AISC 341-16  E3.4a

Column W14X176
Ac
 = 51.800
[in2]
Zc
 = 320.00
[in3]

dc
 = 15.200
[in]
Fyc
 = 50.0
[ksi]

Column axial force
Puc
 = from user input
 = 249.0
[kips]
LRFD-ASD force adjustment factor
α
 = for LRFD
 = 1.0
AISC 341-16 D1.2a (b)
 
Half of column height above/below beam
ht
 = 75.0
[in]
hb
 = 84.0
[in]

Beam W24X76 depth
db
 = 23.900
[in]

Top column flexural strength
Mt
 = Zc (Fyc - α Puc / Ac )
ht/ht - 0.5db
 = 1433.6
[kip-ft]
AISC 341-16  Eq E3-2
Bot column flexural strength
Mb
 = Zc (Fyc - α Puc / Ac )
hb/hb - 0.5db
 = 1405.0
[kip-ft]

Total column flexural strength
Mpc
 = Mt + Mb
 = 2838.6
[kip-ft]
AISC 341-16  Eq E3-2

Beam W24X76
Zb
 = 200.00
[in3]
Fyb
 = 50.0
[ksi]

Beam ratio of expected/min yield stress
Ryb
 = 1.10
AISC 341-16  Table A3.1
 

see Seismic Moment and Beam Flange Force Calc section on how below seismic moments are derived
 
Seismic M at right column face
MR
 = 
 = 1239.2
[kip-ft]

Seismic M at left column face
ML
 = 
 = 1185.3
[kip-ft]

 
Seismic V at right column face
VR
 = 
 = 100.9
[kips]

Seismic V at left column face
VL
 = 
 = 67.8
[kips]

Expected flexural strength of beam
Mpb
 = MR + ML + ( VR + VL ) x 0.5 dc
 = 2531.4
[kip-ft]
AISC 341-16  Eq E3-3

 
Seismic column beam moment ratio
 = Mpc / Mpb
 = 1.12
AISC 341-16  Eq E3-1
 ≥ 1.0
OK
 
Seismic Flange PL Thickness AISC 358-10 7.6 Step 10
PASS
Check Flange Plate Material

Condition : Flange plate material must be A36 or A572
Flange plate material
 = 
A572 Gr.50

OK
AISC 358-16  7.5.1
Check Min Flange Plate Thickness

Flange plate force
Fpr
 = See calc in Seismic Moment and Beam
 = 560.0
[kips]

Flange Force Calc

 
Flange plate
Fy
 = 50.0
[ksi]
bfp
 = 9.000
[in]

Resistance factor-ductile limit state
φd
 = 1.00
AISC 358-16  2.4.1
Min flange plate thickness
tmin
 = 
Fpr/φd Fy bfp
 = 1.244
[in]
AISC 358-16  Eq 7.6-9
Flange plate thickness
t
 = 
 = 1.500
[in]
 ≥ tmin
OK
 
 
Seismic Flange PL Tensile Yielding
ratio = 560.0 / 675.0
= 0.83
PASS
Flange force moment arm
dm
 = db + tp
 = 25.400
[in]

Flange force - tension
Pu
 = Pb / 2 + M / dm
 = 560.0
[kips]

Plate Tensile Yielding Check


Plate size
width bp
 = 9.000
[in]
thickness tp
 = 1.500
[in]

Plate yield strength
Fy
 = 50.0
[ksi]

Plate gross area in shear
Ag
 = bp tp
 = 13.500
[in2]

Tensile force required
Pu
 = 
 = 560.0
[kips]

Plate tensile yielding strength
Rn
 = Fy Ag
 = 675.0
[kips]
AISC 15th  Eq J4-1
Resistance factor-LRFD
φd
 = 1.00
AISC 358-16  2.4.1
φ Rn
 = 
 = 675.0
[kips]

ratio
 = 0.83
 > Pu
OK
 
Seismic Flange PL Tensile Rupture AISC 358-10 7.6 - Step 11
ratio = 560.0 / 614.3
= 0.91
PASS
Flange force moment arm
dm
 = db + tp
 = 25.400
[in]

Flange force - tension
Pu
 = Pb / 2 + M / dm
 = 560.0
[kips]

Plate Tensile Rupture Check


Bolt hole diameter
bolt dia db
 = 7⁄8
[in]
bolt hole dia dh
 = 1
[in]
AISC 15th  B4.3b
Number of bolt
n
 = 2

Plate size
width bp
 = 9.000
[in]
thickness tp
 = 1.500
[in]

Plate tensile strength
Fu
 = 65.0
[ksi]

Plate net area in tension
Ant
 = ( bp - n dh ) tp
 = 10.500
[in2]

Tensile force required
Pu
 = 
 = 560.0
[kips]

Plate tensile rupture strength
Rn
 = Fu Ant
 = 682.5
[kips]
AISC 15th  Eq J4-2
Resistance factor-LRFD
φn
 = 0.90
AISC 358-16  2.4.1
φ Rn
 = 
 = 614.3
[kips]
AISC 15th  Eq J4-2
ratio
 = 0.91
 > Pu
OK
 
Seismic Flange PL Block Shear-2 Side Strips
ratio = 560.0 / 1937.5
= 0.29
PASS
Flange force moment arm
dm
 = db + tp
 = 25.400
[in]

Flange force - tension
Pu
 = Pb / 2 + M / dm
 = 560.0
[kips]

Plate Block Shear - 2 Side Strips


Bolt hole diameter
bolt dia db
 = 7⁄8
[in]
bolt hole dia dh
 = 1
[in]
AISC 15th  B4.3b
Plate thickness
tp
 = 1.500
[in]

Plate strength
Fy
 = 50.0
[ksi]
Fu
 = 65.0
[ksi]

Bolt no in ver & hor dir
nv
 = 2
nh
 = 7

Bolt spacing in ver & hor dir
sv
 = 5.500
[in]
sh
 = 3.000
[in]

Bolt edge dist in ver & hor dir
ev
 = 1.750
[in]
eh
 = 1.750
[in]


Gross area subject to shear
Agv
 = [ (nh - 1) sh + eh ] tp x 2
 = 59.250
[in2]

Net area subject to shear
Anv
 = Agv - [(nh - 1)+ 0.5] dh tp x2
 = 39.750
[in2]

Net area subject to tension
when sheared out by 2 side strips
Ant
 = ( ev - 0.5 dh ) tp x 2
 = 3.750
[in2]


Block shear strength required
Vu
 = 
 = 560.0
[kips]

Uniform tension stress factor
Ubs
 = 1.00
AISC 15th  Fig C-J4.2
 
Ratio of expected Fy/Fu to specified min Fy/Fu
Ry
 = 1.10
Rt
 = 1.20
AISC 341-16  Table A3.1
 
Bolt shear resistance provided
Rn
 = min (0.6 Rt Fu Anv , 0.6 Ry Fy Agv ) +
 = 2152.8
[kips]
AISC 15th  Eq J4-5
Ubs Rt Fu Ant

Resistance factor-LRFD
φn
 = 0.90
AISC 358-16  2.4.1
φ Rn
 = 
 = 1937.5
[kips]

ratio
 = 0.29
 > Vu
OK
 
Seismic Flange PL Block Shear-Center Strip
ratio = 560.0 / 2148.1
= 0.26
PASS
Flange force moment arm
dm
 = db + tp
 = 25.400
[in]

Flange force - tension
Pu
 = Pb / 2 + M / dm
 = 560.0
[kips]

Plate Block Shear - Center Strip


Bolt hole diameter
bolt dia db
 = 7⁄8
[in]
bolt hole dia dh
 = 1
[in]
AISC 15th  B4.3b
Plate thickness
tp
 = 1.500
[in]

Plate strength
Fy
 = 50.0
[ksi]
Fu
 = 65.0
[ksi]

Bolt no in ver & hor dir
nv
 = 2
nh
 = 7

Bolt spacing in ver & hor dir
sv
 = 5.500
[in]
sh
 = 3.000
[in]

Bolt edge dist in ver & hor dir
ev
 = 1.750
[in]
eh
 = 1.750
[in]


Gross area subject to shear
Agv
 = [ (nh - 1) sh + eh ] tp x 2
 = 59.250
[in2]

Net area subject to shear
Anv
 = Agv - [(nh - 1)+ 0.5] dh tp x2
 = 39.750
[in2]

Net area subject to tension
when sheared out by center strip
Ant
 = ( nv - 1) ( sv - dh ) tp
 = 6.750
[in2]


Block shear strength required
Vu
 = 
 = 560.0
[kips]

Uniform tension stress factor
Ubs
 = 1.00
AISC 15th  Fig C-J4.2
 
Ratio of expected Fy/Fu to specified min Fy/Fu
Ry
 = 1.10
Rt
 = 1.20
AISC 341-16  Table A3.1
 
Bolt shear resistance provided
Rn
 = min (0.6 Rt Fu Anv , 0.6 Ry Fy Agv ) +
 = 2386.8
[kips]
AISC 15th  Eq J4-5
Ubs Rt Fu Ant

Resistance factor-LRFD
φn
 = 0.90
AISC 358-16  2.4.1
φ Rn
 = 
 = 2148.1
[kips]

ratio
 = 0.26
 > Vu
OK
 
Seismic Flange Plate - Bolt Shear
ratio = 560.0 / 636.4
= 0.88
PASS
Beam flange force as shear
Vu
 = See calc in Seismic Moment and Beam
 = 560.0
[kips]

Flange Force Calc


Bolt shear stress
bolt grade
 = A490-X
Fnv
 = 84.0
[ksi]
AISC 15th  Table J3.2
bolt dia db
 = 0.875
[in]
bolt area Ab
 = 0.601
[in2]

Number of bolt carried shear
ns
 = 14.0
shear plane m
 = 1

Bolt group eccentricity coefficient
Cec
 = 
 = 1.000

 
Required shear strength
Vu
 = see Seismic Moment and Beam
 = 560.0
[kips]

Flange Force Calc

 
Bolt shear strength
Rn
 = Fnv Ab ns m Cec
 = 707.2
[kips]
AISC 15th  Eq J3-1
Bolt resistance factor-LRFD
φn
 = 0.90
AISC 358-16  2.4.1
φn Rn
 = 
 = 636.4
[kips]

ratio
 = 0.88
 > Vu
OK
 
Seismic Flange Plate - Bolt Bearing
ratio = 560.0 / 636.4
= 0.88
PASS
Beam flange force as shear
Vu
 = See calc in Seismic Moment and Beam
 = 560.0
[kips]

Flange Force Calc


Single Bolt Shear Strength

Bolt shear stress
bolt grade
 = A490-X
Fnv
 = 84.0
[ksi]
AISC 15th  Table J3.2
bolt dia db
 = 0.875
[in]
bolt area Ab
 = 0.601
[in2]

Single bolt shear strength
Rn-bolt
 = Fnv Ab
 = 50.5
[kips]
AISC 15th  Eq J3-1
Bolt Bearing/TearOut Strength on Plate


Bolt hole diameter
bolt dia db
 = 7⁄8
[in]
bolt hole dia dh
 = 15⁄16
[in]
AISC 15th  Table J3.3
Bolt spacing & edge distance
spacing Ls
 = 3.000
[in]
edge distance Le
 = 1.750
[in]

Plate tensile strength
Fu
 = 65.0
[ksi]

Plate thickness
t
 = 1.500
[in]

Interior Bolt


Bolt hole edge clear distance
Lc
 = Ls - dh
 = 2.063
[in]

Bolt tear out/bearing strength
Rn-t&b-in
 = 1.2 Lc t Fu ≤ 2.4 db t Fu
AISC 15th  Eq J3-6a
 = 241.3 ≤ 204.8
 = 204.8
[kips]

Bolt strength at interior
Rn-in
 = min ( Rn-t&b-in , Rn-bolt )
 = 50.5
[kips]

Edge Bolt


Bolt hole edge clear distance
Lc
 = Le - dh / 2
 = 1.281
[in]

Bolt tear out/bearing strength
Rn-t&b-ed
 = 1.2 Lc t Fu ≤ 2.4 db t Fu
AISC 15th  Eq J3-6a
 = 149.9 ≤ 204.8
 = 149.9
[kips]

Bolt strength at edge
Rn-ed
 = min ( Rn-t&b-ed , Rn-bolt )
 = 50.5
[kips]


Number of bolt
interior nin
 = 12
edge ned
 = 2

Bolt bearing strength for all bolts
Rn
 = nin Rn-in + ned Rn-ed
 = 707.2
[kips]

 
Required shear strength
Vu
 = see Seismic Moment and Beam
 = 560.0
[kips]

Flange Force Calc

 
Bolt resistance factor-LRFD
φn
 = 0.90
AISC 358-16  2.4.1
φn Rn
 = 
 = 636.4
[kips]

ratio
 = 0.88
 > Vu
OK
 
 
Seismic Beam Flange Block Shear-2 Side Strip - Step 12
ratio = 560.0 / 909.7
= 0.62
PASS
Flange force moment arm
dm
 = db - tfb
 = 23.220
[in]

Beam flange force - tension
Vu
 = Pb / 2 + M / dm
 = 560.0
[kips]


Plate Block Shear - 2 Side Strips


Bolt hole diameter
bolt dia db
 = 7⁄8
[in]
bolt hole dia dh
 = 1
[in]
AISC 15th  B4.3b
Plate thickness
tp
 = 0.680
[in]

Plate strength
Fy
 = 50.0
[ksi]
Fu
 = 65.0
[ksi]

Bolt no in ver & hor dir
nv
 = 2
nh
 = 7

Bolt spacing in ver & hor dir
sv
 = 5.500
[in]
sh
 = 3.000
[in]

Bolt edge dist in ver & hor dir
ev
 = 1.745
[in]
eh
 = 3.750
[in]


Gross area subject to shear
Agv
 = [ (nh - 1) sh + eh ] tp x 2
 = 29.580
[in2]

Net area subject to shear
Anv
 = Agv - [(nh - 1)+ 0.5] dh tp x2
 = 20.740
[in2]

Net area subject to tension
when sheared out by 2 side strips
Ant
 = ( ev - 0.5 dh ) tp x 2
 = 1.693
[in2]


Block shear strength required
Vu
 = 
 = 560.0
[kips]

Uniform tension stress factor
Ubs
 = 1.00
AISC 15th  Fig C-J4.2
 
Ratio of expected Fy/Fu to specified min Fy/Fu
Ry
 = 1.10
Rt
 = 1.10
AISC 341-16  Table A3.1
 
Bolt shear resistance provided
Rn
 = min (0.6 Rt Fu Anv , 0.6 Ry Fy Agv ) +
 = 1010.8
[kips]
AISC 15th  Eq J4-5
Ubs Rt Fu Ant

Resistance factor-LRFD
φn
 = 0.90
AISC 358-16  2.4.1
φ Rn
 = 
 = 909.7
[kips]

ratio
 = 0.62
 > Vu
OK
 
Seismic Flange Plate - Compression - Step 13
ratio = 560.0 / 607.5
= 0.92
PASS
Flange force moment arm
dm
 = db + tp
 = 25.400
[in]

Flange force - compression
Pu
 = Pb / 2 + M / dm
 = 560.0
[kips]

Plate Compression Check


Plate size
width bp
 = 9.000
[in]
thickness tp
 = 1.500
[in]

Fy
 = 50.0
[ksi]
E
 = 29000
[ksi]

Plate gross area in compression
Ag
 = bp tp
 = 13.500
[in2]


Plate radius of gyration
r
 = tp / √12
 = 0.433
[in]

Plate effective length factor
K
 = 
 = 0.65
Plate unbraced length
Lu
 = 
 = 4.500
[in]

Plate slenderness
KL/r
 = 0.65 x Lu  / r
 = 6.75

Plate compression required
Pu
 = 
 = 560.0
[kips]


when  
KL/r
  ≤  25
AISC 15th  J4.4 (a)
Plate compression provided
Rn
 = Fy x Ag
 = 675.0
[kips]
AISC 15th  Eq J4-6
Resistance factor-LRFD
φn
 = 0.90
AISC 358-16  2.4.1
φ Rn
 = 
 = 607.5
[kips]

ratio
 = 0.92
 > Pu
OK
 
Seismic Beam Section Shear Strength - Step 14
ratio = 67.8 / 315.5
= 0.21
PASS
W Shape Beam Shear Yielding Check


W sect W24X76
d
 = 23.900
[in]
tw
 = 0.440
[in]

Fy
 = 50.0
[ksi]


Beam to column shear
Vu
 = from calc above Seismic Moment and
 = 67.8
[kips]

Beam Flange Force Calc

 
Beam shear strength
Rn
 = 0.6 Fy d tw
 = 315.5
[kips]
AISC 15th  Eq J4-3
Resistance factor-LRFD
φ
 = 1.00
AISC 15th  Eq J4-3
φ Rn
 = 
 = 315.5
[kips]

ratio
 = 0.21
 > Vu
OK
 
Seismic Beam Flange - Bolt Shear
ratio = 560.0 / 636.4
= 0.88
PASS
Flange force moment arm
dm
 = db
 = 23.900
[in]

Beam flange force as shear
Vu
 = Pb / 2 + M / dm
 = 560.0
[kips]


Bolt shear stress
bolt grade
 = A490-X
Fnv
 = 84.0
[ksi]
AISC 15th  Table J3.2
bolt dia db
 = 0.875
[in]
bolt area Ab
 = 0.601
[in2]

Number of bolt carried shear
ns
 = 14.0
shear plane m
 = 1

Bolt group eccentricity coefficient
Cec
 = 
 = 1.000

 
Required shear strength
Vu
 = see Seismic Moment and Beam
 = 560.0
[kips]

Flange Force Calc

 
Bolt shear strength
Rn
 = Fnv Ab ns m Cec
 = 707.2
[kips]
AISC 15th  Eq J3-1
Bolt resistance factor-LRFD
φn
 = 0.90
AISC 358-16  2.4.1
φn Rn
 = 
 = 636.4
[kips]

ratio
 = 0.88
 > Vu
OK
 
Seismic Beam Flange - Bolt Bearing
ratio = 560.0 / 636.4
= 0.88
PASS
Flange force moment arm
dm
 = db - tfb
 = 23.220
[in]

Beam flange force as shear
Vu
 = Pb / 2 + M / dm
 = 560.0
[kips]


Single Bolt Shear Strength

Bolt shear stress
bolt grade
 = A490-X
Fnv
 = 84.0
[ksi]
AISC 15th  Table J3.2
bolt dia db
 = 0.875
[in]
bolt area Ab
 = 0.601
[in2]

Single bolt shear strength
Rn-bolt
 = Fnv Ab
 = 50.5
[kips]
AISC 15th  Eq J3-1
Bolt Bearing/TearOut Strength on Plate


Bolt hole diameter
bolt dia db
 = 7⁄8
[in]
bolt hole dia dh
 = 15⁄16
[in]
AISC 15th  Table J3.3
Bolt spacing & edge distance
spacing Ls
 = 3.000
[in]
edge distance Le
 = 3.750
[in]

Plate tensile strength
Fu
 = 65.0
[ksi]

Plate thickness
t
 = 0.680
[in]

Interior Bolt


Bolt hole edge clear distance
Lc
 = Ls - dh
 = 2.063
[in]

Bolt tear out/bearing strength
Rn-t&b-in
 = 1.2 Lc t Fu ≤ 2.4 db t Fu
AISC 15th  Eq J3-6a
 = 109.4 ≤ 92.8
 = 92.8
[kips]

Bolt strength at interior
Rn-in
 = min ( Rn-t&b-in , Rn-bolt )
 = 50.5
[kips]

Edge Bolt


Bolt hole edge clear distance
Lc
 = Le - dh / 2
 = 3.281
[in]

Bolt tear out/bearing strength
Rn-t&b-ed
 = 1.2 Lc t Fu ≤ 2.4 db t Fu
AISC 15th  Eq J3-6a
 = 174.0 ≤ 92.8
 = 92.8
[kips]

Bolt strength at edge
Rn-ed
 = min ( Rn-t&b-ed , Rn-bolt )
 = 50.5
[kips]


Number of bolt
interior nin
 = 12
edge ned
 = 2

Bolt bearing strength for all bolts
Rn
 = nin Rn-in + ned Rn-ed
 = 707.2
[kips]

 
Required shear strength
Vu
 = see Seismic Moment and Beam
 = 560.0
[kips]

Flange Force Calc

 
Bolt resistance factor-LRFD
φn
 = 0.90
AISC 358-16  2.4.1
φn Rn
 = 
 = 636.4
[kips]

ratio
 = 0.88
 > Vu
OK
 
 
Seismic Beam Web - Bolt Shear
ratio = 67.8 / 146.1
= 0.46
PASS
Bolt shear stress
bolt grade
 = A325-N
Fnv
 = 54.0
[ksi]
AISC 15th  Table J3.2
bolt dia db
 = 0.875
[in]
bolt area Ab
 = 0.601
[in2]

Number of bolt carried shear
ns
 = 5.0
shear plane m
 = 1

Bolt group eccentricity coefficient
Cec
 = 
 = 1.000

 
Required shear strength
Vu
 = see Seismic Moment and Beam
 = 67.8
[kips]

Flange Force Calc

 
Bolt shear strength
Rn
 = Fnv Ab ns m Cec
 = 162.4
[kips]
AISC 15th  Eq J3-1
Bolt resistance factor-LRFD
φn
 = 0.90
AISC 358-16  2.4.1
φn Rn
 = 
 = 146.1
[kips]

ratio
 = 0.46
 > Vu
OK
 
Seismic Beam Web - Bolt Bearing
ratio = 67.8 / 146.1
= 0.46
PASS
Single Bolt Shear Strength

Bolt shear stress
bolt grade
 = A325-N
Fnv
 = 54.0
[ksi]
AISC 15th  Table J3.2
bolt dia db
 = 0.875
[in]
bolt area Ab
 = 0.601
[in2]

Single bolt shear strength
Rn-bolt
 = Fnv Ab
 = 32.5
[kips]
AISC 15th  Eq J3-1
Bolt Bearing/TearOut Strength on Plate


Bolt hole diameter
bolt dia db
 = 7⁄8
[in]
bolt hole dia dh
 = 15⁄16
[in]
AISC 15th  Table J3.3
Bolt spacing
spacing Ls
 = 3.000
[in]

Plate tensile strength
Fu
 = 65.0
[ksi]

Plate thickness
t
 = 0.440
[in]

Interior Bolt


Bolt hole edge clear distance
Lc
 = Ls - dh
 = 2.063
[in]

Bolt tear out/bearing strength
Rn-t&b-in
 = 1.2 Lc t Fu ≤ 2.4 db t m Fu
AISC 15th  Eq J3-6a
 = 70.8 ≤ 60.1
 = 60.1
[kips]

Bolt strength at interior
Rn-in
 = min ( Rn-t&b-in , Rn-bolt )
 = 32.5
[kips]


Number of bolt
interior nin
 = 5

Bolt bearing strength for all bolts
Rn
 = nin Rn-in
 = 162.4
[kips]

 
Required shear strength
Vu
 = see Seismic Moment and Beam
 = 67.8
[kips]

Flange Force Calc

 
Bolt resistance factor-LRFD
φn
 = 0.90
AISC 358-16  2.4.1
φn Rn
 = 
 = 146.1
[kips]

ratio
 = 0.46
 > Vu
OK
 
Seismic Beam Web - Shear Yielding
ratio = 67.8 / 315.5
= 0.21
PASS
Plate Shear Yielding Check


Plate size
width bp
 = 23.900
[in]
thickness tp
 = 0.440
[in]

Plate yield strength
Fy
 = 50.0
[ksi]

Plate gross area in shear
Agv
 = bp tp
 = 10.516
[in2]

Shear force required
Vu
 = 
 = 67.8
[kips]

Plate shear yielding strength
Rn
 = 0.6 Fy Agv
 = 315.5
[kips]
AISC 15th  Eq J4-3
Resistance factor-LRFD
φ
 = 1.00
AISC 15th  Eq J4-3
φ Rn
 = 
 = 315.5
[kips]

ratio
 = 0.21
 > Vu
OK
 
Seismic Beam Web - Shear Rupture
ratio = 67.8 / 243.2
= 0.28
PASS
Plate Shear Rupture Check


Bolt hole diameter
bolt dia db
 = 7⁄8
[in]
bolt hole dia dh
 = 1
[in]
AISC 15th  B4.3b
Number of bolt
n
 = 5

Plate size
width bp
 = 23.900
[in]
thickness tp
 = 0.440
[in]

Plate tensile strength
Fu
 = 65.0
[ksi]

Plate net area in shear
Anv
 = ( bp - n dh ) tp
 = 8.316
[in2]

Shear force required
Vu
 = 
 = 67.8
[kips]

Plate shear rupture strength
Rn
 = 0.6 Fu Anv
 = 324.3
[kips]
AISC 15th  Eq J4-4
Resistance factor-LRFD
φ
 = 0.75
AISC 15th  Eq J4-4
φ Rn
 = 
 = 243.2
[kips]

ratio
 = 0.28
 > Vu
OK
 
 
Seismic Web Plate - Bolt Bearing
ratio = 67.8 / 144.0
= 0.47
PASS
Single Bolt Shear Strength

Bolt shear stress
bolt grade
 = A325-N
Fnv
 = 54.0
[ksi]
AISC 15th  Table J3.2
bolt dia db
 = 0.875
[in]
bolt area Ab
 = 0.601
[in2]

Single bolt shear strength
Rn-bolt
 = Fnv Ab
 = 32.5
[kips]
AISC 15th  Eq J3-1
Bolt Bearing/TearOut Strength on Plate


Bolt hole diameter
bolt dia db
 = 7⁄8
[in]
bolt hole dia dh
 = 15⁄16
[in]
AISC 15th  Table J3.3
Bolt spacing & edge distance
spacing Ls
 = 3.000
[in]
edge distance Le
 = 1.500
[in]

Plate tensile strength
Fu
 = 65.0
[ksi]

Plate thickness
t
 = 0.375
[in]

Interior Bolt


Bolt hole edge clear distance
Lc
 = Ls - dh
 = 2.063
[in]

Bolt tear out/bearing strength
Rn-t&b-in
 = 1.2 Lc t Fu ≤ 2.4 db t Fu
AISC 15th  Eq J3-6a
 = 60.3 ≤ 51.2
 = 51.2
[kips]

Bolt strength at interior
Rn-in
 = min ( Rn-t&b-in , Rn-bolt )
 = 32.5
[kips]

Edge Bolt


Bolt hole edge clear distance
Lc
 = Le - dh / 2
 = 1.031
[in]

Bolt tear out/bearing strength
Rn-t&b-ed
 = 1.2 Lc t Fu ≤ 2.4 db t Fu
AISC 15th  Eq J3-6a
 = 30.2 ≤ 51.2
 = 30.2
[kips]

Bolt strength at edge
Rn-ed
 = min ( Rn-t&b-ed , Rn-bolt )
 = 30.2
[kips]


Number of bolt
interior nin
 = 4
edge ned
 = 1

Bolt bearing strength for all bolts
Rn
 = nin Rn-in + ned Rn-ed
 = 160.0
[kips]

 
Required shear strength
Vu
 = see Seismic Moment and Beam
 = 67.8
[kips]

Flange Force Calc

 
Bolt resistance factor-LRFD
φn
 = 0.90
AISC 358-16  2.4.1
φn Rn
 = 
 = 144.0
[kips]

ratio
 = 0.47
 > Vu
OK
 
Seismic Web Plate - Shear Yielding
ratio = 67.8 / 168.8
= 0.40
PASS
Plate Shear Yielding Check


Plate size
width bp
 = 15.000
[in]
thickness tp
 = 0.375
[in]

Plate yield strength
Fy
 = 50.0
[ksi]

Plate gross area in shear
Agv
 = bp tp
 = 5.625
[in2]

Shear force required
Vu
 = 
 = 67.8
[kips]

Plate shear yielding strength
Rn
 = 0.6 Fy Agv
 = 168.8
[kips]
AISC 15th  Eq J4-3
Resistance factor-LRFD
φ
 = 1.00
AISC 15th  Eq J4-3
φ Rn
 = 
 = 168.8
[kips]

ratio
 = 0.40
 > Vu
OK
 
Seismic Web Plate - Shear Rupture
ratio = 67.8 / 109.7
= 0.62
PASS
Plate Shear Rupture Check


Bolt hole diameter
bolt dia db
 = 7⁄8
[in]
bolt hole dia dh
 = 1
[in]
AISC 15th  B4.3b
Number of bolt
n
 = 5

Plate size
width bp
 = 15.000
[in]
thickness tp
 = 0.375
[in]

Plate tensile strength
Fu
 = 65.0
[ksi]

Plate net area in shear
Anv
 = ( bp - n dh ) tp
 = 3.750
[in2]

Shear force required
Vu
 = 
 = 67.8
[kips]

Plate shear rupture strength
Rn
 = 0.6 Fu Anv
 = 146.3
[kips]
AISC 15th  Eq J4-4
Resistance factor-LRFD
φ
 = 0.75
AISC 15th  Eq J4-4
φ Rn
 = 
 = 109.7
[kips]

ratio
 = 0.62
 > Vu
OK
 
Seismic Web Plate - Block Shear - 1-Side Strip
ratio = 67.8 / 194.8
= 0.35
PASS
Plate Block Shear - Side Strip


Bolt hole diameter
bolt dia db
 = 7⁄8
[in]
bolt hole dia dh
 = 1
[in]
AISC 15th  B4.3b
Plate thickness
tp
 = 0.375
[in]

Plate strength
Fy
 = 50.0
[ksi]
Fu
 = 65.0
[ksi]

Bolt no in ver & hor dir
nv
 = 1
nh
 = 5

Bolt spacing in hor dir
sh
 = 3.000
[in]

Bolt edge dist in ver & hor dir
ev
 = 2.500
[in]
eh
 = 1.500
[in]


Gross area subject to shear
Agv
 = [ (nh - 1) sh + eh ] tp
 = 5.063
[in2]

Net area subject to shear
Anv
 = Agv - [ (nh - 1) + 0.5 ] dh tp
 = 3.375
[in2]

Net area subject to tension
Ant
 = ( ev - 0.5 dh ) tp
 = 0.750
[in2]


Block shear strength required
Vu
 = 
 = 67.8
[kips]

Uniform tension stress factor
Ubs
 = 1.00
AISC 15th  Fig C-J4.2
 
Ratio of expected Fy/Fu to specified min Fy/Fu
Ry
 = 1.10
Rt
 = 1.20
AISC 341-16  Table A3.1
 
Bolt shear resistance provided
Rn
 = min (0.6 Rt Fu Anv , 0.6 Ry Fy Agv ) +
 = 216.5
[kips]
AISC 15th  Eq J4-5
Ubs Rt Fu Ant

Resistance factor-LRFD
φn
 = 0.90
AISC 358-16  2.4.1
φ Rn
 = 
 = 194.8
[kips]

ratio
 = 0.35
 > Vu
OK
 
Seismic Web Plate Weld Strength
ratio = 67.8 / 167.0
= 0.41
PASS
Shear force in demand
Vu
 = 
 = 67.8
[kips]

Fillet weld length - double fillet
L
 = 
 = 15.000
[in]

 
Fillet Weld Strength Check


Fillet weld leg size
w
 = 1⁄4
[in]
load angle θ
 = 0.0
[°]

Electrode strength
FEXX
 = 70.0
[ksi]
strength coeff C1
 = 1.00
AISC 15th  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 15th  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 15th  Eq 8-1

Base metal - web plate
thickness t
 = 0.375
[in]
tensile Fu
 = 65.0
[ksi]

Base metal - web plate is in shear, shear rupture as per AISC 15th  Eq J4-4 is checked
AISC 15th  J2.4
Base metal shear rupture
Rn-b
 = 0.6 Fu t
 = 14.625
[kip/in]
AISC 15th  Eq J4-4

 
For seismic nonductile limit state, weld strength use φ = 0.75 , base metal rupture use φn = 0.9
Increase base metal rupture strength due to higher φ value when compare to weld strength
AISC 358-16 2.4.1
 
Double fillet linear shear strength
Rn
 = min ( Rn-w , Rn-b x
0.90/0.75
)
 = 14.847
[kip/in]
AISC 15th  Eq 9-2
 
Resistance factor-LRFD
φ
 = 0.75
AISC 15th  Eq 8-1
φ Rn
 = 
 = 11.135
[kip/in]


Shear resistance required
Vu
 = 
 = 67.8
[kips]

Fillet weld length - double fillet
L
 = 
 = 15.000
[in]

Shear resistance provided
φ Fn
 = φ Rn x L
 = 167.0
[kips]

ratio
 = 0.41
 > Vu
OK
 
Seismic Column Panel Zone Thickness
PASS
Check Column Web Thickness

Condition : column web thickness twc ≥ ( dz + wz ) /90
AISC 341-16  Eq E3-7

Beam sect W24X76
db
 = 23.900
[in]
tfb
 = 0.680
[in]

Beam clear dist between flanges
dz
 = db - 2 tfb
 = 22.540
[in]


Column sect W24X76
dc
 = 15.200
[in]
tfc
 = 1.310
[in]

Column width of panel zone between flanges
wz
 = dc - 2 tfc
 = 12.580
[in]


Column web thickness required
tmin
 = ( dz + wz ) /90
 = 0.390
[in]
AISC 341-16  Eq E3-7
 
Doubler plate No & thickness
No
 = 2
tdb
 = 0.500
[in]

Column web thickness
twc
 = 0.830
[in]

 
When the doubler plates are plug welded to the column web, the total panel zone thickness is
the sum of doubler plates and column web
AISC 341-16  E3.6e (2)
 
Total panel zone thickness
t
 = twc + 2 x tdb
 = 1.830
[in]

 ≥ tmin
OK
AISC 341-16  E3.6e (2)
 
 
 
Seismic Column Flange Bending
           560.0 / 482.7
N/A
Flange force moment arm
dm
 = db + tp
 = 25.400
[in]

Flange force required - tension
Puf_t
 = Pu  / 2 - Mu  / dm
 = 560.0
[kips]


Column flange thickness
tfc
 = 1.310
[in]
yield Fyc
 = 50.0
[ksi]

Top column condition
it's not a top column case
Ct
 = 1.0
AISC 15th  J10.1
Column flange tensile resistance
Rn
 = Ct 6.25 Fyc t2fc
 = 536.3
[kips]
AISC 15th  Eq J10-1
Resistance factor-LRFD
φ
 = 0.90
AISC 15th  J10.1
φ Rn
 = 
 = 482.7
[kips]

Unbalanced force to be resisted by transverse stiffeners
Rs
 = Puf_t -  φ Rn
 = 77.3
[kips]

 
Seismic Column Web Yielding
ratio = 560.0 / 1011.1
= 0.55
PASS
Column web thickness
twc
 = 0.830
[in]
yield Fy
 = 50.0
[ksi]

Doubler plate thickness
tdp
 = 0.500
[in]
yield Fydp
 = 50.0
[ksi]

Equivalent web thickness when considering doubler plate
tw-eq
 = twc + tdp x Fydp / Fy x 2 sides
 = 1.830
[in]

Flange force moment arm
dm
 = db + tp
 = 25.400
[in]

 
Seismic flange force
Puf_c
 = see Seismic Moment and Beam
 = 560.0
[kips]

Flange Force Calc

 

Column section
dc
 = 15.200
[in]
tfc
 = 1.310
[in]

twc
 = 0.830
[in]
kc
 = 1.910
[in]

Column yield strength
Fyc
 = 50.0
[ksi]

Top column condition
it's not a top column case
AISC 15th  J10.2 (a)
Flange plate fillet weld size
w
 = 0.000
[in]
flange plate tp
 = 1.500
[in]

Length of bearing
N
 = tp + 2 w
 = 1.500
[in]
AISC DG4  Eq 3.24
Column web yielding strength
Rn
 = ( 5 kc + N ) Fyc tw-eq
 = 1011.1
[kips]
AISC 15th  Eq J10-2
Resistance factor-LRFD
φ
 = 1.00
AISC 341-16  E3.6e (1)
φ Rn
 = 
 = 1011.1
[kips]

ratio
 = 0.55
 > Puf
OK
 
Seismic Column Web Buckling
ratio = 560.0 / 2087.0
= 0.27
PASS
Flange force moment arm
dm
 = db + tp
 = 25.400
[in]

 
Seismic flange force
Puf_c
 = see Seismic Moment and Beam
 = 560.0
[kips]

Flange Force Calc

 

Column section
dc
 = 15.200
[in]
tfc
 = 1.310
[in]

twc
 = 0.830
[in]
kc
 = 1.910
[in]

h
 = dc - 2 kc
 = 11.380
[in]

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


Top column condition
it's not a top column case
Ct
 = 1.0
AISC 15th  J10.5

Column web buckling strength
Rn1
 = 
Ct 24 t3wc √Ec Fyc/h
 = 1452.1
[kips]
AISC 15th  Eq J10-8

Doubler plate thickness
tdp
 = 0.500
[in]
yield Fydp
 = 50.0
[ksi]

Doubler plate buckling strength
Rn2
 = 
2 Ct 24 t3dp √Ec Fydp/h
 = 634.9
[kips]
AISC 15th  Eq J10-8

Total buckling strength
Rn
 = Rn1 + Rn2
 = 2087.0
[kips]

Resistance factor-LRFD
φ
 = 1.00
AISC 341-16  E3.6e (1)
φ Rn
 = 
 = 2087.0
[kips]

ratio
 = 0.27
 > Puf_c
OK
 
Seismic Column Web Crippling
ratio = 560.0 / 1792.3
= 0.31
PASS
Flange force moment arm
dm
 = db + tp
 = 25.400
[in]

 
Seismic flange force
Puf_c
 = see Seismic Moment and Beam
 = 560.0
[kips]

Flange Force Calc

 

Column section
dc
 = 15.200
[in]
tfc
 = 1.310
[in]

twc
 = 0.830
[in]
kc
 = 1.910
[in]

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


Flange plate fillet weld size
w
 = 0.000
[in]
flange plate tp
 = 1.500
[in]

Length of bearing
lb
 = tp + 2 w
 = 1.500
[in]


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

Top column condition
it's not a top column case, use Eq J10-4
AISC 15th  J10.3 (a)
Column web crippling strength
Rn1
 = 0.8 t2wc [1+3
lb/dc
(
twc/tfc
)1.5]x
 = 958.2
[kips]
AISC 15th  Eq J10-4
(
Ec Fyc tfc/twc
)0.5


Doubler plate thickness
tdp
 = 0.500
[in]
yield Fydp
 = 50.0
[ksi]

Doubler plate crippling strength
Rn2
 = 0.8 t2dp [1+3
lb/dc
(
tdp/tfc
)1.5]x
 = 834.1
[kips]
AISC 15th  Eq J10-4
(
Ec Fydp tfc/tdp
)0.5


Total crippling strength
Rn
 = Rn1 + Rn2
 = 1792.3
[kips]

Resistance factor-LRFD
φ
 = 1.00
AISC 341-16  E3.6e (1)
φ Rn
 = 
 = 1792.3
[kips]

ratio
 = 0.31
 > Puf_c
OK
 
Seismic Column Panel Zone Shear
           836.9 / 468.6
N/A

 
Seismic panel zone shear in demand
Vp
 = see Seismic Moment and Beam
 = 836.9
[kips]

Flange Force Calc

 
Column W14X176
dc
 = 15.200
[in]
bcf
 = 15.700
[in]

tcf
 = 1.310
[in]
tcw
 = 0.830
[in]

Ac
 = 51.800
[in2]
Fcy
 = 50.0
[ksi]

 
Beam W24X76
db
 = 23.900
[in]
tbf
 = 0.680
[in]

Flange plate thickness
tp
 = from user input
 = 1.500
[in]

Moment arm between flange plates
dm
 = d + tp
 = 26.900
[in]
AISC 358-16 Eq 7.6-7
 
Column axial compression
Pr
 = from user input
 = 249.0
[kips]

Column axial yield strength
Py
 = Fcy Ac
 = 2590.0
[kips]
AISC 15th  J10.6 (b)
LRFD-ASD force adjustment factor
α
 = for LRFD
 = 1.0
AISC 341-16 D1.2a (b)
 
when αPr  ≤ 0.75 Py  , use Eq J10-11
AISC 15th  Eq J10-11
 
Column web panel zone capacity
Rn
 = 0.6 Fcy dc tcw (1 +
3 bcf t2cf/dm dc tcw
)
 = 468.6
[kips]
AISC 15th  Eq J10-11
 
Resistance factor-LRFD
φv
 = 1.00
AISC 341-16  E3.6e (1)
φv Rn
 = 
 = 468.6
[kips]

Unbalanced force to be resisted by doubler plate
Vdp
 = Rp -  φ Rn
 = 368.3
[kips]

 
 
Seismic Stiffener Geometry Restriction
PASS
Stiffener plate width
bs
 = 6.000
[in]
depth ds
 = 12.580
[in]

Stiffener plate thickness
ts
 = 1.125
[in]

Column flange thickness
tfc
 = 1.310
[in]
column depth dc
 = 15.200
[in]

Beam flange thickness
tfb
 = 0.680
[in]

Min Stiffener Plate Thickness

Min stiffener plate thickness
tsmin
 = max ( tfb / 2 , bs / 16 )
 = 0.375
[in]
AISC 15th  J10.8 (2)
Stiffener plate thickness
ts
 = 
 = 1.125
[in]

 ≥ tsmin
OK
Min Stiffener Plate Depth

Min stiffener plate depth
dsmin
 = ( dc - 2 tfc ) / 2
 = 6.290
[in]
AISC 15th  J10.8 (3)
Stiffener plate depth
ds
 = 
 = 12.580
[in]

 ≥ dsmin
OK
 
Seismic Stiffener Yield at Column Flange
ratio = 77.3 / 455.6
= 0.17
PASS
Stiffener plate width
bs
 = 5.500
[in]
thickness ts
 = 1.125
[in]

Stiffener plate corner clip
clip
 = 
 = 1.000
[in]
AISC 15th  Page 8-18
Stiffener plate yield strength
Fy
 = 
 = 50.0
[ksi]

Stiffener plate cross sect area
Ast
 = ( bs - clip ) ts
 = 5.063
[in2]

Trans stiffener strength required
Rs
 = 
 = 77.3
[kips]

Trans stiffener strength provided
Rn
 = Fy x 2 x Ast
 = 506.3
[kips]
AISC 15th  Eq J4-1
Bolt resistance factor-LRFD
φ
 = 0.90
AISC 15th  Eq J4-1
φ Rn
 = 
 = 455.6
[kips]

ratio
 = 0.17
 > Rs
OK
 
Seismic Stiffener Shear at Column Web
ratio = 77.3 / 714.2
= 0.11
PASS
Stiffener plate depth
ds
 = 12.580
[in]
thickness ts
 = 1.125
[in]

Stiffener plate corner clip
clip
 = 
 = 1.000
[in]
AISC 15th  Page 8-18
Stiffener plate yield strength
Fy
 = 
 = 50.0
[ksi]

Stiffener plate cross sect area
Agv
 = ( ds - 2 x clip ) ts
 = 11.903
[in2]

Trans stiffener strength required
Rs
 = 
 = 77.3
[kips]

Trans stiffener strength provided
Rn
 = 2 x 0.6 x Fy x Agv
 = 714.2
[kips]
AISC 15th  Eq J4-3
Resistance factor-LRFD
φ
 = 1.00
AISC 15th  Eq J4-3
φ Rn
 = 
 = 714.2
[kips]

ratio
 = 0.11
 > Rs
OK
 
Seismic Stiffener to Column Web Fillet Weld Limitation
PASS
Min Fillet Weld Size

Thinner part joined thickness
t
 = 
 = 0.830
[in]

Min fillet weld size allowed
wmin
 = 
 = 0.313
[in]
AISC 15th  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 15th  J2.2b
Min fillet weld length
L
 = dc - 2 x tfc - 2 x clip
 = 10.580
[in]

 ≥ Lmin
OK
 
Seismic Stiffener Weld Strength at Column Web
ratio = 77.3 / 294.5
= 0.26
PASS
Stiffener to Column Web Weld Length Calc

Column section
dc
 = 15.200
[in]
tfc
 = 1.310
[in]

Stiffener plate corner clip
clip
 = 1.000
[in]

Stiffener to column web weld length - double fillet
L
 = (dc - 2 x tfc - 2 x clip) x 2 stiffener
 = 21.160
[in]

 
Trans stiffener strength required
Rs
 = 
 = 77.3
[kips]

 
Fillet Weld Strength Check


Fillet weld leg size
w
 = 5⁄16
[in]
load angle θ
 = 0.0
[°]

Electrode strength
FEXX
 = 70.0
[ksi]
strength coeff C1
 = 1.00
AISC 15th  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 15th  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 15th  Eq 8-1

Base metal - stiffener plate
thickness t
 = 1.125
[in]
tensile Fu
 = 65.0
[ksi]

Base metal - stiffener plate is in shear, shear rupture as per AISC 15th  Eq J4-4 is checked
AISC 15th  J2.4
Base metal shear rupture
Rn-b
 = 0.6 Fu t
 = 43.875
[kip/in]
AISC 15th  Eq J4-4

 
For seismic nonductile limit state, weld strength use φ = 0.75 , base metal rupture use φn = 0.9
Increase base metal rupture strength due to higher φ value when compare to weld strength
AISC 358-16 2.4.1
 
Double fillet linear shear strength
Rn
 = min ( Rn-w , Rn-b x
0.90/0.75
)
 = 18.559
[kip/in]
AISC 15th  Eq 9-2
 
Resistance factor-LRFD
φ
 = 0.75
AISC 15th  Eq 8-1
φ Rn
 = 
 = 13.919
[kip/in]


Shear resistance required
Rs
 = 
 = 77.3
[kips]

Fillet weld length - double fillet
L
 = 
 = 21.160
[in]

Shear resistance provided
φ Fn
 = φ Rn x L
 = 294.5
[kips]

ratio
 = 0.26
 > Rs
OK
 
 
Seismic Doubler Plate Thickness
PASS
Check Doubler Plate Thickness

Condition : Doubler plate thickness tdb ≥ ( dz + wz ) /90
AISC 341-16  Eq E3-7

Beam sect W24X76
db
 = 23.900
[in]
tfb
 = 0.680
[in]

Beam clear dist between flanges
dz
 = db - 2 tfb
 = 22.540
[in]


Column sect W24X76
dc
 = 15.200
[in]
tfc
 = 1.310
[in]

Column width of panel zone between flanges
wz
 = dc - 2 tfc
 = 12.580
[in]


Doubler plate thickness required
t
 = ( dz + wz ) /90
 = 0.390
[in]
AISC 341-16  Eq E3-7
Doubler plate thickness
tdb
 = 
 = 0.500
[in]

 ≥ t
OK
AISC 341-16  E3.6e (2)
 
Seismic Doubler Plate Shear Yield
ratio = 368.3 / 456.0
= 0.81
PASS
Doubler plate thickness
tdp
 = 0.500
[in]
yield strength Fy
 = 50.0
[ksi]

Number of doubler
Ndbl
 = 2   for two side

Column depth
dc
 = 15.200
[in]

Area of web
Aw
 = tdp x dc
 = 7.600
[in2]
AISC DG13  Eq 4.4-1
Shear coefficient
Cv
 = 1.0
AISC 15th  Eq G2-2
Doubler plate shear in demand
Rdp
 = unbalanced force from column
 = 368.3
[kips]

panel zone shear calc

Doubler plate shear strength
Rn
 = Ndbl 0.6 Fy Aw Cv
 = 456.0
[kips]
AISC 15th  Eq G2-1
Resistance factor-LRFD
φ
 = 1.00
AISC 15th  G2.1 (a)
φ Rn
 = 
 = 456.0
[kips]

ratio
 = 0.81
 > Rdp
OK