Result Summary - Overall
Moment Connection - Beam to Column
Code=AISC 360-10 LRFD
 
Result Summary - Overall
geometries & weld limitations = PASS
limit states max ratio 
= 0.71
PASS
 
Right Beam to Column
geometries & weld limitations = PASS
limit states max ratio 
= 0.71
PASS
 
Sketch
Moment Connection - Beam to Column
Code=AISC 360-10 LRFD
 
 
 
Members & Components Summary
Member
Moment Connection
Code=AISC 360-10 LRFD
 
Column Section

W16X40
d
 = 16.000
[in]
bf
 = 7.000
[in]

tf
 = 0.505
[in]
tw
 = 0.305
[in]

kdes
 = 0.907
[in]
kdet
 = 1.188
[in]

k1
 = 0.813
[in]
A
 = 11.800
[in2]

 
Sx
 = 64.70
[in3]
Zx
 = 73.00
[in3]

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

 
Right Side Beam Section

W12X87
d
 = 12.500
[in]
bf
 = 12.100
[in]

tf
 = 0.810
[in]
tw
 = 0.515
[in]

kdes
 = 1.410
[in]
kdet
 = 1.688
[in]

k1
 = 1.063
[in]
A
 = 25.600
[in2]

 
Sx
 = 118.00
[in3]
Zx
 = 132.00
[in3]

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

 
 
 
Beam Flange Force Calc
Beam Flange Force - Right Side Beam

Beam section
db
 = 12.500
[in]
tfb
 = 0.810
[in]

Flange plate thickness
tfp
 = 0.500
[in]

Flange force moment arm
dm
 = db + tfp
 = 13.000
[in]

User input load
axial PbR
 = -25.00
[kips]
moment MR
 = 75.00
[kip-ft]

in tension
Beam flange force - top
Pf-TR
 = PbR / 2 + MR / dm
 = 56.73
[kips]

Beam flange force - bottom
Pf-BR
 = PbR / 2 - MR / dm
 = -81.73
[kips]

Panel Zone Shear Force Calc

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

Panel zone shear force
Vp
 = Pf-TR - Pf-TL - Vs
 = 56.73
[kips]

 
 
Right Beam to Column
MC Connection
Code=AISC 360-10 LRFD
 
Result Summary
geometries & weld limitations = PASS
limit states max ratio 
= 0.71
PASS
 
 
Geometry Restriction Checks - Flange Plate
PASS
Min Bolt Edge Distance - Flange Plate

Bolt diameter
db
 = 
 = 0.750
[in]

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

 > Le-min
OK
Min Bolt Spacing - Flange Plate

Bolt diameter
db
 = 
 = 0.750
[in]

Min bolt spacing allowed
Ls-min
 = 2.667 db
 = 2.000
[in]
AISC 14th  J3.3
Min Bolt spacing in Flange Plate
Ls
 = 
 = 3.000
[in]

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

Bolt diameter
db
 = 
 = 0.750
[in]

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

 > Le-min
OK
Min Bolt Spacing - Web Plate

Bolt diameter
db
 = 
 = 0.750
[in]

Min bolt spacing allowed
Ls-min
 = 2.667 db
 = 2.000
[in]
AISC 14th  J3.3
Min Bolt spacing in Web Plate
Ls
 = 
 = 3.000
[in]

 > Ls-min
OK
 
Fillet Weld Limitation Checks - Flange Plate
PASS
Min Fillet Weld Size

Thinner part joined thickness
t
 = 
 = 0.500
[in]

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

 > wmin
OK
Min Fillet Weld Length

Fillet weld size provided
w
 = 
 = 0.250
[in]

Min fillet weld length allowed
Lmin
 = 4 x w
 = 1.000
[in]
AISC 14th  J2.2b
Min fillet weld length
L
 = 
 = 2.598
[in]

 > Lmin
OK
 
Fillet Weld Limitation Checks - Web Plate
PASS
Min Fillet Weld Size

Thinner part joined thickness
t
 = 
 = 0.500
[in]

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

 > wmin
OK
Min Fillet Weld Length

Fillet weld size provided
w
 = 
 = 0.313
[in]

Min fillet weld length allowed
Lmin
 = 4 x w
 = 1.250
[in]
AISC 14th  J2.2b
Min fillet weld length
L
 = 
 = 9.380
[in]

 > Lmin
OK
 
Fillet Weld Limitation Checks - Web Plate to Flange Plate
PASS
Min Fillet Weld Size

Thinner part joined thickness
t
 = 
 = 0.500
[in]

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

 > wmin
OK
Min Fillet Weld Length

Fillet weld size provided
w
 = 
 = 0.250
[in]

Min fillet weld length allowed
Lmin
 = 4 x w
 = 1.000
[in]
AISC 14th  J2.2b
Min fillet weld length
L
 = 
 = 2.598
[in]

 > Lmin
OK
 
 
Flange Plate Weld Strength
ratio = 81.73 / 115.70
= 0.71
PASS
Flange force required in tension
Puf_t
 = Pu  / 2 - Mu  / dm
 = 81.73
[kips]

 

Refer to AISC Modern Steel Construction paper  Moment Connections to Column Webs  by M. Thomas Ferrell, the program assumes that only the welds at the column flange resist the flange force, the weld at the column web does not contribute to the flange force resistance.
 
Column section
bf
 = 7.000
[in]
tw
 = 0.305
[in]

Flange/stiff plate to column clip
clip
 = 0.750
[in]

 
Flange/stiff plate to column flange one side weld length
Lst
 = 0.5( bf - tw ) - clip
 = 2.598
[in]

Total fillet weld length - double fillet
L
 = 4 x Lst
 = 10.390
[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 14th  Table 8-3
Number of weld line
n
 = 2   for double fillet

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

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

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

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


Shear resistance required
Puf_t
 = 
 = 81.73
[kips]

Fillet weld length - double fillet
L
 = 
 = 10.390
[in]

Shear resistance provided
φ Fn
 = φ Rn x L
 = 115.70
[kips]

ratio
 = 0.71
 > Puf_t
OK
 
Web Plate Weld Strength
ratio = 30.00 / 130.56
= 0.23
PASS
Shear force in demand
Vu
 = 
 = 30.00
[kips]

Fillet weld length - double fillet
L
 = 
 = 9.380
[in]

 
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 14th  Table 8-3
Number of weld line
n
 = 2   for double fillet

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

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

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

Double fillet linear shear strength
Rn
 = min ( Rn-w , Rn-b )
 = 18.559
[kip/in]
AISC 14th  Eq 9-2
Resistance factor-LRFD
φ
 = 0.75
AISC 14th  Eq 8-1
φ Rn
 = 
 = 13.919
[kip/in]


Shear resistance required
Vu
 = 
 = 30.00
[kips]

Fillet weld length - double fillet
L
 = 
 = 9.380
[in]

Shear resistance provided
φ Fn
 = φ Rn x L
 = 130.56
[kips]

ratio
 = 0.23
 > Vu
OK
 
Web Plate to Flange Plate Weld Strength
ratio = 8.70 / 28.92
= 0.30
PASS
Beam end shear force
V
 = from user input
 = 30.00
[kips]

Shear force ecc - web plate bolt group CG to column flange face
e
 = 
 = 3.625
[in]

Beam depth
d
 = 12.500
[in]

Req'd shear at web plate to flange plate welds
Vu
 = (V x e ) / d
 = 8.70
[in]


Fillet weld length - double fillet
L
 = 
 = 2.598
[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 14th  Table 8-3
Number of weld line
n
 = 2   for double fillet

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

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

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

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


Shear resistance required
sym_V
 = 
 = 8.70
[kips]

Fillet weld length - double fillet
L
 = 
 = 2.598
[in]

Shear resistance provided
φ Fn
 = φ Rn x L
 = 28.92
[kips]

ratio
 = 0.30
 > sym_V
OK
 
 
Flange Plate - Bolt Shear
ratio = 84.50 / 143.14
= 0.59
PASS
Flange force moment arm
dm
 = db
 = 12.500
[in]

Beam flange force as shear
Vu
 = Pb / 2 + M / dm
 = 84.50
[kips]


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

Number of bolt carried shear
ns
 = 8.0
shear plane m
 = 1

Required shear strength
Vu
 = 
 = 84.50
[kips]

Bolt shear strength
Rn
 = Fnv Ab ns m Cec
 = 190.85
[kips]
AISC 14th  Eq J3-1
Bolt resistance factor-LRFD
φ
 = 0.75
AISC 14th  Eq J3-1
φ Rn
 = 
 = 143.14
[kips]

ratio
 = 0.59
 > Vu
OK
 
Flange Plate - Bolt Bearing
ratio = 81.73 / 143.14
= 0.57
PASS
Flange force moment arm
dm
 = db + tp
 = 13.000
[in]

Beam flange force as shear
Vu
 = Pb / 2 + M / dm
 = 81.73
[kips]


Single Bolt Shear Strength

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

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


Bolt hole diameter
bolt dia db
 = 3⁄4
[in]
bolt hole dia dh
 = 13⁄16
[in]
AISC 14th  Table J3.3
Bolt spacing & edge distance
spacing Ls
 = 3.000
[in]
edge distance Le
 = 1.375
[in]

Plate tensile strength
Fu
 = 65.0
[ksi]

Plate thickness
t
 = 0.500
[in]

Interior Bolt


Bolt hole edge clear distance
Lc
 = Ls - dh
 = 2.188
[in]

Bolt tear out/bearing strength
Rn-t&b-in
 = 1.5 Lc t Fu ≤ 3.0 db t Fu
AISC 14th  Eq J3-6b
 = 106.64 ≤ 73.13
 = 73.13
[kips]

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

Edge Bolt


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

Bolt tear out/bearing strength
Rn-t&b-ed
 = 1.5 Lc t Fu ≤ 3.0 db t Fu
AISC 14th  Eq J3-6b
 = 47.23 ≤ 73.13
 = 47.23
[kips]

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


Number of bolt
interior nin
 = 4
edge ned
 = 4

Bolt bearing strength for all bolts
Rn
 = nin Rn-in + ned Rn-ed
 = 190.85
[kips]

Required shear strength
Vu
 = 
 = 81.73
[kips]

Bolt resistance factor-LRFD
φ
 = 0.75
AISC 14th  J3-10
φ Rn
 = 
 = 143.14
[kips]

ratio
 = 0.57
 > Vu
OK
 
Flange Plate - Block Shear - 2 Side Strips
ratio = 81.73 / 135.28
= 0.60
PASS
Flange force moment arm
dm
 = db + tp
 = 13.000
[in]

Flange force - tension
Pu
 = Pb / 2 + M / dm
 = 81.73
[kips]

Plate Block Shear - 2 Side Strips


Bolt hole diameter
bolt dia db
 = 3⁄4
[in]
bolt hole dia dh
 = 7⁄8
[in]
AISC 14th  B4.3b
Plate thickness
tp
 = 0.500
[in]

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

Bolt no in ver & hor dir
nv
 = 4
nh
 = 2

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

Bolt edge dist in ver & hor dir
ev
 = 1.375
[in]
eh
 = 1.375
[in]


Gross area subject to shear
Agv
 = [ (nh - 1) sh + eh ] tp x 2
 = 4.375
[in2]

Net area subject to shear
Anv
 = Agv - [(nh - 1)+ 0.5] dh tp x2
 = 3.063
[in2]

Net area subject to tension
when sheared out by 2 side strips
Ant
 = ( ev - 0.5 dh ) tp x 2
 = 0.938
[in2]


Block shear strength required
Vu
 = 
 = 81.73
[kips]

Uniform tension stress factor
Ubs
 = 1.00
AISC 14th  Fig C-J4.2
Bolt shear resistance provided
Rn
 = min (0.6Fu Anv , 0.6Fy Agv ) +
 = 180.38
[kips]
AISC 14th  Eq J4-5
Ubs Fu Ant

Resistance factor-LRFD
φ
 = 0.75
AISC 14th  Eq J4-5
φ Rn
 = 
 = 135.28
[kips]

ratio
 = 0.60
 > Vu
OK
 
Flange Plate - Block Shear - Center Strip
ratio = 81.73 / 167.27
= 0.49
PASS
Flange force moment arm
dm
 = db + tp
 = 13.000
[in]

Flange force - tension
Pu
 = Pb / 2 + M / dm
 = 81.73
[kips]

Plate Block Shear - Center Strip


Bolt hole diameter
bolt dia db
 = 3⁄4
[in]
bolt hole dia dh
 = 7⁄8
[in]
AISC 14th  B4.3b
Plate thickness
tp
 = 0.500
[in]

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

Bolt no in ver & hor dir
nv
 = 4
nh
 = 2

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

Bolt edge dist in ver & hor dir
ev
 = 1.375
[in]
eh
 = 1.375
[in]


Gross area subject to shear
Agv
 = [ (nh - 1) sh + eh ] tp x 2
 = 4.375
[in2]

Net area subject to shear
Anv
 = Agv - [(nh - 1)+ 0.5] dh tp x2
 = 3.063
[in2]

Net area subject to tension
when sheared out by center strip
Ant
 = ( nv - 1) ( sv - dh ) tp
 = 3.188
[in2]


Block shear strength required
Vu
 = 
 = 81.73
[kips]

Uniform tension stress factor
Ubs
 = 0.50
AISC 14th  Fig C-J4.2
Bolt shear resistance provided
Rn
 = min (0.6Fu Anv , 0.6Fy Agv ) +
 = 223.03
[kips]
AISC 14th  Eq J4-5
Ubs Fu Ant

Resistance factor-LRFD
φ
 = 0.75
AISC 14th  Eq J4-5
φ Rn
 = 
 = 167.27
[kips]

ratio
 = 0.49
 > Vu
OK
 
Flange Plate - Tensile Yielding
ratio = 81.73 / 264.38
= 0.31
PASS
Flange force moment arm
dm
 = db + tp
 = 13.000
[in]

Flange force - tension
Pu
 = Pb / 2 + M / dm
 = 81.73
[kips]

Plate Tensile Yielding Check


Plate size
width bp
 = 11.750
[in]
thickness tp
 = 0.500
[in]

Plate yield strength
Fy
 = 50.0
[ksi]

Plate gross area in shear
Ag
 = bp tp
 = 5.875
[in2]

Tensile force required
Pu
 = 
 = 81.73
[kips]

Plate tensile yielding strength
Rn
 = Fy Ag
 = 293.75
[kips]
AISC 14th  Eq J4-1
Resistance factor-LRFD
φ
 = 0.90
AISC 14th  Eq J4-1
φ Rn
 = 
 = 264.38
[kips]

ratio
 = 0.31
 > Pu
OK
 
Flange Plate - Tensile Rupture
ratio = 81.73 / 201.09
= 0.41
PASS
Flange force moment arm
dm
 = db + tp
 = 13.000
[in]

Flange force - tension
Pu
 = Pb / 2 + M / dm
 = 81.73
[kips]

Plate Tensile Rupture Check


Bolt hole diameter
bolt dia db
 = 3⁄4
[in]
bolt hole dia dh
 = 7⁄8
[in]
AISC 14th  B4.3b
Number of bolt
n
 = 4

Plate size
width bp
 = 11.750
[in]
thickness tp
 = 0.500
[in]

Plate tensile strength
Fu
 = 65.0
[ksi]

Plate net area in tension
Ant
 = ( bp - n dh ) tp
 = 4.125
[in2]

Tensile force required
Pu
 = 
 = 81.73
[kips]

Plate tensile rupture strength
Rn
 = Fu Ant
 = 268.13
[kips]
AISC 14th  Eq J4-2
Resistance factor-LRFD
φ
 = 0.75
AISC 14th  Eq J4-2
φ Rn
 = 
 = 201.09
[kips]
AISC 14th  Eq J4-2
ratio
 = 0.41
 > Pu
OK
 
Flange Plate - Compression
ratio = 56.73 / 264.38
= 0.21
PASS
Flange force moment arm
dm
 = db + tp
 = 13.000
[in]

Flange force - compression
Pu
 = Pb / 2 + M / dm
 = 56.73
[kips]

Plate Compression Check


Plate size
width bp
 = 11.750
[in]
thickness tp
 = 0.500
[in]

Fy
 = 50.0
[ksi]
E
 = 29000
[ksi]

Plate gross area in compression
Ag
 = bp tp
 = 5.875
[in2]


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

Plate effective length factor
K
 = 
 = 0.65
Plate unbraced length
Lu
 = 
 = 2.125
[in]

Plate slenderness
KL/r
 = 0.65 x Lu  / r
 = 9.57

Plate compression required
Pu
 = 
 = 56.73
[kips]


when  
KL/r
  ≤  25
AISC 14th  J4.4 (a)
Plate compression provided
Rn
 = Fy x Ag
 = 293.75
[kips]
AISC 14th  Eq J4-6
Bolt resistance factor-LRFD
φ
 = 0.90
AISC 14th  J4.4 (a)
φ Rn
 = 
 = 264.38
[kips]

ratio
 = 0.21
 > Pu
OK
 
 
Web Plate - Bolt Bearing
ratio = 30.00 / 107.35
= 0.28
PASS
Single Bolt Shear Strength

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

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


Bolt hole diameter
bolt dia db
 = 3⁄4
[in]
bolt hole dia dh
 = 13⁄16
[in]
AISC 14th  Table J3.3
Bolt spacing & edge distance
spacing Ls
 = 3.000
[in]
edge distance Le
 = 1.375
[in]

Plate tensile strength
Fu
 = 65.0
[ksi]

Plate thickness
t
 = 0.500
[in]

Interior Bolt


Bolt hole edge clear distance
Lc
 = Ls - dh
 = 2.188
[in]

Bolt tear out/bearing strength
Rn-t&b-in
 = 1.5 Lc t Fu ≤ 3.0 db t Fu
AISC 14th  Eq J3-6b
 = 106.64 ≤ 73.13
 = 73.13
[kips]

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

Edge Bolt


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

Bolt tear out/bearing strength
Rn-t&b-ed
 = 1.5 Lc t Fu ≤ 3.0 db t Fu
AISC 14th  Eq J3-6b
 = 47.23 ≤ 73.13
 = 47.23
[kips]

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


Number of bolt
interior nin
 = 4
edge ned
 = 2

Bolt bearing strength for all bolts
Rn
 = nin Rn-in + ned Rn-ed
 = 143.14
[kips]

Required shear strength
Vu
 = 
 = 30.00
[kips]

Bolt resistance factor-LRFD
φ
 = 0.75
AISC 14th  J3-10
φ Rn
 = 
 = 107.35
[kips]

ratio
 = 0.28
 > Vu
OK
 
Web Plate - Shear Yielding
ratio = 30.00 / 131.25
= 0.23
PASS
Plate Shear Yielding Check


Plate size
width bp
 = 8.750
[in]
thickness tp
 = 0.500
[in]

Plate yield strength
Fy
 = 50.0
[ksi]

Plate gross area in shear
Agv
 = bp tp
 = 4.375
[in2]

Shear force required
Vu
 = 
 = 30.00
[kips]

Plate shear yielding strength
Rn
 = 0.6 Fy Agv
 = 131.25
[kips]
AISC 14th  Eq J4-3
Resistance factor-LRFD
φ
 = 1.00
AISC 14th  Eq J4-3
φ Rn
 = 
 = 131.25
[kips]

ratio
 = 0.23
 > Vu
OK
 
Web Plate - Shear Rupture
ratio = 30.00 / 89.58
= 0.33
PASS
Plate Shear Rupture Check


Bolt hole diameter
bolt dia db
 = 3⁄4
[in]
bolt hole dia dh
 = 7⁄8
[in]
AISC 14th  B4.3b
Number of bolt
n
 = 3

Plate size
width bp
 = 8.750
[in]
thickness tp
 = 0.500
[in]

Plate tensile strength
Fu
 = 65.0
[ksi]

Plate net area in shear
Anv
 = ( bp - n dh ) tp
 = 3.063
[in2]

Shear force required
Vu
 = 
 = 30.00
[kips]

Plate shear rupture strength
Rn
 = 0.6 Fu Anv
 = 119.44
[kips]
AISC 14th  Eq J4-4
Resistance factor-LRFD
φ
 = 0.75
AISC 14th  Eq J4-4
φ Rn
 = 
 = 89.58
[kips]

ratio
 = 0.33
 > Vu
OK
 
Web Plate - Block Shear - 1-Side Strip
ratio = 30.00 / 113.19
= 0.27
PASS
Plate Block Shear - Side Strip


Bolt hole diameter
bolt dia db
 = 3⁄4
[in]
bolt hole dia dh
 = 7⁄8
[in]
AISC 14th  B4.3b
Plate thickness
tp
 = 0.500
[in]

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

Bolt no in ver & hor dir
nv
 = 2
nh
 = 3

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

Bolt edge dist in ver & hor dir
ev
 = 1.375
[in]
eh
 = 1.375
[in]


Gross area subject to shear
Agv
 = [ (nh - 1) sh + eh ] tp
 = 3.688
[in2]

Net area subject to shear
Anv
 = Agv - [(nh - 1)+ 0.5] dh tp
 = 2.594
[in2]

Net area subject to tension
when sheared out by side strip
Ant
 = [(nv -1)sv +ev -((nv - 1)+0.5)dh ] tp
 = 1.531
[in2]


Block shear strength required
Vu
 = 
 = 30.00
[kips]

Uniform tension stress factor
Ubs
 = 0.50
AISC 14th  Fig C-J4.2
Bolt shear resistance provided
Rn
 = min (0.6Fu Anv , 0.6Fy Agv ) +
 = 150.92
[kips]
AISC 14th  Eq J4-5
Ubs Fu Ant

Resistance factor-LRFD
φ
 = 0.75
AISC 14th  Eq J4-5
φ Rn
 = 
 = 113.19
[kips]

ratio
 = 0.27
 > Vu
OK
 
 
Beam Flange - Bolt Shear
ratio = 84.50 / 143.14
= 0.59
PASS
Flange force moment arm
dm
 = db
 = 12.500
[in]

Beam flange force as shear
Vu
 = Pb / 2 + M / dm
 = 84.50
[kips]


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

Number of bolt carried shear
ns
 = 8.0
shear plane m
 = 1

Required shear strength
Vu
 = 
 = 84.50
[kips]

Bolt shear strength
Rn
 = Fnv Ab ns m Cec
 = 190.85
[kips]
AISC 14th  Eq J3-1
Bolt resistance factor-LRFD
φ
 = 0.75
AISC 14th  Eq J3-1
φ Rn
 = 
 = 143.14
[kips]

ratio
 = 0.59
 > Vu
OK
 
Beam Flange - Bolt Bearing
ratio = 89.49 / 143.14
= 0.63
PASS
Flange force moment arm
dm
 = db - tfb
 = 11.690
[in]

Beam flange force as shear
Vu
 = Pb / 2 + M / dm
 = 89.49
[kips]


Single Bolt Shear Strength

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

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


Bolt hole diameter
bolt dia db
 = 3⁄4
[in]
bolt hole dia dh
 = 13⁄16
[in]
AISC 14th  Table J3.3
Bolt spacing & edge distance
spacing Ls
 = 3.000
[in]
edge distance Le
 = 1.625
[in]

Plate tensile strength
Fu
 = 65.0
[ksi]

Plate thickness
t
 = 0.810
[in]

Interior Bolt


Bolt hole edge clear distance
Lc
 = Ls - dh
 = 2.188
[in]

Bolt tear out/bearing strength
Rn-t&b-in
 = 1.5 Lc t Fu ≤ 3.0 db t Fu
AISC 14th  Eq J3-6b
 = 172.76 ≤ 118.46
 = 118.46
[kips]

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

Edge Bolt


Bolt hole edge clear distance
Lc
 = Le - dh / 2
 = 1.219
[in]

Bolt tear out/bearing strength
Rn-t&b-ed
 = 1.5 Lc t Fu ≤ 3.0 db t Fu
AISC 14th  Eq J3-6b
 = 96.25 ≤ 118.46
 = 96.25
[kips]

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


Number of bolt
interior nin
 = 4
edge ned
 = 4

Bolt bearing strength for all bolts
Rn
 = nin Rn-in + ned Rn-ed
 = 190.85
[kips]

Required shear strength
Vu
 = 
 = 89.49
[kips]

Bolt resistance factor-LRFD
φ
 = 0.75
AISC 14th  J3-10
φ Rn
 = 
 = 143.14
[kips]

ratio
 = 0.63
 > Vu
OK
 
Beam Flange - Block Shear - 2 Side Strips
ratio = 89.49 / 244.82
= 0.37
PASS
Flange force moment arm
dm
 = db - tfb
 = 11.690
[in]

Beam flange force - tension
Vu
 = Pb / 2 + M / dm
 = 89.49
[kips]


Plate Block Shear - 2 Side Strips


Bolt hole diameter
bolt dia db
 = 3⁄4
[in]
bolt hole dia dh
 = 7⁄8
[in]
AISC 14th  B4.3b
Plate thickness
tp
 = 0.810
[in]

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

Bolt no in ver & hor dir
nv
 = 4
nh
 = 2

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

Bolt edge dist in ver & hor dir
ev
 = 1.550
[in]
eh
 = 1.625
[in]


Gross area subject to shear
Agv
 = [ (nh - 1) sh + eh ] tp x 2
 = 7.493
[in2]

Net area subject to shear
Anv
 = Agv - [(nh - 1)+ 0.5] dh tp x2
 = 5.366
[in2]

Net area subject to tension
when sheared out by 2 side strips
Ant
 = ( ev - 0.5 dh ) tp x 2
 = 1.802
[in2]


Block shear strength required
Vu
 = 
 = 89.49
[kips]

Uniform tension stress factor
Ubs
 = 1.00
AISC 14th  Fig C-J4.2
Bolt shear resistance provided
Rn
 = min (0.6Fu Anv , 0.6Fy Agv ) +
 = 326.43
[kips]
AISC 14th  Eq J4-5
Ubs Fu Ant

Resistance factor-LRFD
φ
 = 0.75
AISC 14th  Eq J4-5
φ Rn
 = 
 = 244.82
[kips]

ratio
 = 0.37
 > Vu
OK
 
 
Beam Web - Bolt Shear
ratio = 30.00 / 107.35
= 0.28
PASS
Bolt shear stress
bolt grade
 = A325-N
Fnv
 = 54.0
[ksi]
AISC 14th  Table J3.2
bolt dia db
 = 0.750
[in]
bolt area Ab
 = 0.442
[in2]

Number of bolt carried shear
ns
 = 6.0
shear plane m
 = 1

Required shear strength
Vu
 = 
 = 30.00
[kips]

Bolt shear strength
Rn
 = Fnv Ab ns m Cec
 = 143.14
[kips]
AISC 14th  Eq J3-1
Bolt resistance factor-LRFD
φ
 = 0.75
AISC 14th  Eq J3-1
φ Rn
 = 
 = 107.35
[kips]

ratio
 = 0.28
 > Vu
OK
 
Beam Web - Bolt Bearing
ratio = 30.00 / 107.35
= 0.28
PASS
Single Bolt Shear Strength

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

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


Bolt hole diameter
bolt dia db
 = 3⁄4
[in]
bolt hole dia dh
 = 13⁄16
[in]
AISC 14th  Table J3.3
Bolt spacing
spacing Ls
 = 3.000
[in]

Plate tensile strength
Fu
 = 65.0
[ksi]

Plate thickness
t
 = 0.515
[in]

Interior Bolt


Bolt hole edge clear distance
Lc
 = Ls - dh
 = 2.188
[in]

Bolt tear out/bearing strength
Rn-t&b-in
 = 1.5 Lc t Fu ≤ 3.0 db t m Fu
AISC 14th  Eq J3-6b
 = 109.84 ≤ 75.32
 = 75.32
[kips]

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


Number of bolt
interior nin
 = 6

Bolt bearing strength for all bolts
Rn
 = nin Rn-in
 = 143.14
[kips]

Required shear strength
Vu
 = 
 = 30.00
[kips]

Bolt resistance factor-LRFD
φ
 = 0.75
AISC 14th  J3-10
φ Rn
 = 
 = 107.35
[kips]

ratio
 = 0.28
 > Vu
OK
 
Beam Web - Shear Yielding
ratio = 30.00 / 193.13
= 0.16
PASS
Plate Shear Yielding Check


Plate size
width bp
 = 12.500
[in]
thickness tp
 = 0.515
[in]

Plate yield strength
Fy
 = 50.0
[ksi]

Plate gross area in shear
Agv
 = bp tp
 = 6.438
[in2]

Shear force required
Vu
 = 
 = 30.00
[kips]

Plate shear yielding strength
Rn
 = 0.6 Fy Agv
 = 193.13
[kips]
AISC 14th  Eq J4-3
Resistance factor-LRFD
φ
 = 1.00
AISC 14th  Eq J4-3
φ Rn
 = 
 = 193.13
[kips]

ratio
 = 0.16
 > Vu
OK
 
Beam Web - Shear Rupture
ratio = 30.00 / 148.75
= 0.20
PASS
Plate Shear Rupture Check


Bolt hole diameter
bolt dia db
 = 3⁄4
[in]
bolt hole dia dh
 = 7⁄8
[in]
AISC 14th  B4.3b
Number of bolt
n
 = 3

Plate size
width bp
 = 12.500
[in]
thickness tp
 = 0.515
[in]

Plate tensile strength
Fu
 = 65.0
[ksi]

Plate net area in shear
Anv
 = ( bp - n dh ) tp
 = 5.086
[in2]

Shear force required
Vu
 = 
 = 30.00
[kips]

Plate shear rupture strength
Rn
 = 0.6 Fu Anv
 = 198.34
[kips]
AISC 14th  Eq J4-4
Resistance factor-LRFD
φ
 = 0.75
AISC 14th  Eq J4-4
φ Rn
 = 
 = 148.75
[kips]

ratio
 = 0.20
 > Vu
OK
 
 
Beam Flange With Holes - Beam Flexural Rupture
ratio = 75.00 / 408.86
= 0.18
PASS
Beam sect W12X87
bf
 = 12.100
[in]
tf
 = 0.810
[in]

Sx
 = 118.000
[in3]

Fy
 = 50.0
[ksi]
Fu
 = 65.0
[ksi]


Gross area of tension flange
Afg
 = bf tf
 = 9.801
[in2]

 
Bolt hole diameter
bolt dia db
 = 3⁄4
[in]
bolt hole dia dh
 = 7⁄8
[in]
AISC 14th  B4.3b
Number of bolt
n
 = 4

 
Net area of tension flange
Afn
 = ( bf - n dh ) tf
 = 6.966
[in2]


Moment in demand
Mu
 = 
 = 75.00
[kips]

 
Beam flexural rupture strength
Mn
 = 
Fu Afn/Afg
Sx
 = 454.28
[kip-ft]
AISC 14th  Eq F13-1
Resistance factor-LRFD
φ
 = 0.90
AISC 14th  F1
φ Mn
 = 
 = 408.86
[kips]

ratio
 = 0.18
 > Mu
OK