Result Summary - Overall
Moment Connection - Beam Splice
Code=AISC 360-10 LRFD
 
Result Summary - Overall
geometries & weld limitations = PASS
limit states max ratio 
= 0.91
PASS
 
Right Beam
geometries & weld limitations = PASS
limit states max ratio 
= 0.91
PASS

 
Left Beam
geometries & weld limitations = PASS
limit states max ratio 
= 0.91
PASS
 
Sketch
Moment Connection - Beam Splice
Code=AISC 360-10 LRFD
 
 
 
 
 
Members & Components Summary
Member
Moment Connection
Code=AISC 360-10 LRFD
 
Right Side Beam Section

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

tf
 = 0.440
[in]
tw
 = 0.260
[in]

kdes
 = 0.740
[in]
kdet
 = 1.125
[in]

k1
 = 0.750
[in]
A
 = 8.790
[in2]

 
Sx
 = 38.60
[in3]
Zx
 = 43.10
[in3]

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

 
Left Side Beam Section

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

tf
 = 0.440
[in]
tw
 = 0.260
[in]

kdes
 = 0.740
[in]
kdet
 = 1.125
[in]

k1
 = 0.750
[in]
A
 = 8.790
[in2]

 
Sx
 = 38.60
[in3]
Zx
 = 43.10
[in3]

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

 
 
 
Beam Flange Force Calc
Beam Flange Force

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

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

User input load
axial PbR
 = -25.00
[kips]
moment MR
 = 125.00
[kip-ft]

in tension
Beam flange force - top
Pf-TR
 = PbR / 2 + MR / dm
 = 113.98
[kips]

Beam flange force - bottom
Pf-BR
 = PbR / 2 - MR / dm
 = -138.98
[kips]

 
 
Right Beam
Splice MC Connection
Code=AISC 360-10 LRFD
 
Result Summary
geometries & weld limitations = PASS
limit states max ratio 
= 0.91
PASS
 
 
Geometry Restriction Checks - Exterior Flange Plate
PASS
Min Bolt Edge Distance - Exterior 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 Exterior Flange Plate
Le
 = 
 = 1.260
[in]

 > Le-min
OK
Min Bolt Spacing - Exterior 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 Exterior Flange Plate
Ls
 = 
 = 3.000
[in]

 > Ls-min
OK
 
Geometry Restriction Checks - Interior Flange Plate
PASS
Min Bolt Edge Distance - Interior 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 Interior Flange Plate
Le
 = 
 = 1.250
[in]

 > Le-min
OK
Min Bolt Spacing - Interior 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 Interior 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
 
 
Exterior Flange Plate - Bolt Shear
ratio = 67.23 / 107.35
= 0.63
PASS
Flange force moment arm
dm
 = db
 = 12.300
[in]

Beam flange force as shear
Vu
 = Pb / 2 + M / dm
 = 134.45
[kips]

 
Shear on single flange plate
Vu
 = Vu x 0.5 (2 shear plane)
 = 67.23
[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
 = 6.0
shear plane m
 = 1

Required shear strength
Vu
 = 
 = 67.23
[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
 = 0.63
 > Vu
OK
 
Exterior Flange Plate - Bolt Bearing
ratio = 69.49 / 107.35
= 0.65
PASS
Flange force moment arm
dm
 = db - tf
 = 11.860
[in]

Beam flange force as shear
Vu
 = Pb / 2 + M / dm
 = 138.98
[kips]

 
Shear on single flange plate
Vu
 = Vu x 0.5 (double shear plane)
 = 69.49
[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
 = 1.375
[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
 = 
 = 69.49
[kips]

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

ratio
 = 0.65
 > Vu
OK
 
Exterior Flange Plate - Block Shear - 2 Side Strips
ratio = 69.49 / 197.44
= 0.35
PASS
Flange force moment arm
dm
 = db - tf
 = 11.860
[in]

Flange force - tension
Pu
 = Pb / 2 + M / dm
 = 138.98
[kips]

 
Shear on outer flange plate
Vu
 = Vu x 0.5 (2 shear plane)
 = 69.49
[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
 = 0.500
[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
 = 4.000
[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
 = 7.375
[in2]

Net area subject to shear
Anv
 = Agv - [(nh - 1)+ 0.5] dh tp x2
 = 5.188
[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
 = 
 = 69.49
[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 ) +
 = 263.25
[kips]
AISC 14th  Eq J4-5
Ubs Fu Ant

Resistance factor-LRFD
φ
 = 0.75
AISC 14th  Eq J4-5
φ Rn
 = 
 = 197.44
[kips]

ratio
 = 0.35
 > Vu
OK
 
Exterior Flange Plate - Block Shear - Center Strip
ratio = 69.49 / 189.82
= 0.37
PASS
Flange force moment arm
dm
 = db - tf
 = 11.860
[in]

Flange force - tension
Pu
 = Pb / 2 + M / dm
 = 138.98
[kips]

 
Shear on outer flange plate
Vu
 = Vu x 0.5 (2 shear plane)
 = 69.49
[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
 = 2
nh
 = 3

Bolt spacing in ver & hor dir
sv
 = 4.000
[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
 = 7.375
[in2]

Net area subject to shear
Anv
 = Agv - [(nh - 1)+ 0.5] dh tp x2
 = 5.188
[in2]

Net area subject to tension
when sheared out by center strip
Ant
 = ( nv - 1) ( sv - dh ) tp
 = 1.563
[in2]


Block shear strength required
Vu
 = 
 = 69.49
[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 ) +
 = 253.09
[kips]
AISC 14th  Eq J4-5
Ubs Fu Ant

Resistance factor-LRFD
φ
 = 0.75
AISC 14th  Eq J4-5
φ Rn
 = 
 = 189.82
[kips]

ratio
 = 0.37
 > Vu
OK
 
Exterior Flange Plate - Tensile Yielding
ratio = 69.49 / 151.88
= 0.46
PASS
Flange force moment arm
dm
 = db - tf
 = 11.860
[in]

Flange force - tension
Pu
 = Pb / 2 + M / dm
 = 138.98
[kips]

 
Shear on outer flange plate
Vu
 = Vu x 0.5 (2 shear plane)
 = 69.49
[kips]

Plate Tensile Yielding Check


Plate size
width bp
 = 6.750
[in]
thickness tp
 = 0.500
[in]

Plate yield strength
Fy
 = 50.0
[ksi]

Plate gross area in shear
Ag
 = bp tp
 = 3.375
[in2]

Tensile force required
Pu
 = 
 = 69.49
[kips]

Plate tensile yielding strength
Rn
 = Fy Ag
 = 168.75
[kips]
AISC 14th  Eq J4-1
Resistance factor-LRFD
φ
 = 0.90
AISC 14th  Eq J4-1
φ Rn
 = 
 = 151.88
[kips]

ratio
 = 0.46
 > Pu
OK
 
Exterior Flange Plate - Tensile Rupture
ratio = 69.49 / 121.88
= 0.57
PASS
Flange force moment arm
dm
 = db - tf
 = 11.860
[in]

Flange force - tension
Pu
 = Pb / 2 + M / dm
 = 138.98
[kips]

 
Shear on outer flange plate
Vu
 = Vu x 0.5 (2 shear plane)
 = 69.49
[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
 = 2

Plate size
width bp
 = 6.750
[in]
thickness tp
 = 0.500
[in]

Plate tensile strength
Fu
 = 65.0
[ksi]

Plate net area in tension
Ant
 = ( bp - n dh ) tp
 = 2.500
[in2]

Tensile force required
Pu
 = 
 = 69.49
[kips]

Plate tensile rupture strength
Rn
 = Fu Ant
 = 162.50
[kips]
AISC 14th  Eq J4-2
Resistance factor-LRFD
φ
 = 0.75
AISC 14th  Eq J4-2
φ Rn
 = 
 = 121.88
[kips]
AISC 14th  Eq J4-2
ratio
 = 0.57
 > Pu
OK
 
Exterior Flange Plate - Compression
ratio = 56.99 / 151.88
= 0.38
PASS
Flange force moment arm
dm
 = db - tf
 = 11.860
[in]

Flange force - compression
Pu
 = Pb / 2 + M / dm
 = 113.98
[kips]

 
Shear on outer flange plate
Vu
 = Vu x 0.5 (2 shear plane)
 = 56.99
[kips]

Plate Compression Check


Plate size
width bp
 = 6.750
[in]
thickness tp
 = 0.500
[in]

Fy
 = 50.0
[ksi]
E
 = 29000
[ksi]

Plate gross area in compression
Ag
 = bp tp
 = 3.375
[in2]


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

Plate effective length factor
K
 = 
 = 0.65
Plate unbraced length
Lu
 = 
 = 3.750
[in]

Plate slenderness
KL/r
 = 0.65 x Lu  / r
 = 16.89

Plate compression required
Pu
 = 
 = 56.99
[kips]


when  
KL/r
  ≤  25
AISC 14th  J4.4 (a)
Plate compression provided
Rn
 = Fy x Ag
 = 168.75
[kips]
AISC 14th  Eq J4-6
Bolt resistance factor-LRFD
φ
 = 0.90
AISC 14th  J4.4 (a)
φ Rn
 = 
 = 151.88
[kips]

ratio
 = 0.38
 > Pu
OK
 
 
Interior Flange Plate - Block Shear - 1 Side Strip
ratio = 34.75 / 95.67
= 0.36
PASS
Flange force moment arm
dm
 = db - tf
 = 11.860
[in]

Flange force - tension
Pu
 = Pb / 2 + M / dm
 = 138.98
[kips]

 
Shear on inner flange plate
Vu
 = Vu x 0.25 (2 side x 2 shear plane)
 = 34.75
[kips]

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
 = 1
nh
 = 3

Bolt spacing in hor dir
sh
 = 3.000
[in]

Bolt edge dist in ver & hor dir
ev
 = 1.250
[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
Ant
 = ( ev - 0.5 dh ) tp
 = 0.406
[in2]


Block shear strength required
Vu
 = 
 = 34.75
[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 ) +
 = 127.56
[kips]
AISC 14th  Eq J4-5
Ubs Fu Ant

Resistance factor-LRFD
φ
 = 0.75
AISC 14th  Eq J4-5
φ Rn
 = 
 = 95.67
[kips]

ratio
 = 0.36
 > Vu
OK
 
Interior Flange Plate - Tensile Yielding
ratio = 34.75 / 59.06
= 0.59
PASS
Flange force moment arm
dm
 = db - tf
 = 11.860
[in]

Flange force - tension
Pu
 = Pb / 2 + M / dm
 = 138.98
[kips]

 
Shear on inner flange plate
Vu
 = Vu x 0.25 (2 side x 2 shear plane)
 = 34.75
[kips]

Plate Tensile Yielding Check


Plate size
width bp
 = 2.625
[in]
thickness tp
 = 0.500
[in]

Plate yield strength
Fy
 = 50.0
[ksi]

Plate gross area in shear
Ag
 = bp tp
 = 1.313
[in2]

Tensile force required
Pu
 = 
 = 34.75
[kips]

Plate tensile yielding strength
Rn
 = Fy Ag
 = 65.63
[kips]
AISC 14th  Eq J4-1
Resistance factor-LRFD
φ
 = 0.90
AISC 14th  Eq J4-1
φ Rn
 = 
 = 59.06
[kips]

ratio
 = 0.59
 > Pu
OK
 
Interior Flange Plate - Tensile Rupture
ratio = 34.75 / 42.66
= 0.81
PASS
Flange force moment arm
dm
 = db - tf
 = 11.860
[in]

Flange force - tension
Pu
 = Pb / 2 + M / dm
 = 138.98
[kips]

 
Shear on inner flange plate
Vu
 = Vu x 0.25 (2 side x 2 shear plane)
 = 34.75
[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
 = 1

Plate size
width bp
 = 2.625
[in]
thickness tp
 = 0.500
[in]

Plate tensile strength
Fu
 = 65.0
[ksi]

Plate net area in tension
Ant
 = ( bp - n dh ) tp
 = 0.875
[in2]

Tensile force required
Pu
 = 
 = 34.75
[kips]

Plate tensile rupture strength
Rn
 = Fu Ant
 = 56.88
[kips]
AISC 14th  Eq J4-2
Resistance factor-LRFD
φ
 = 0.75
AISC 14th  Eq J4-2
φ Rn
 = 
 = 42.66
[kips]
AISC 14th  Eq J4-2
ratio
 = 0.81
 > Pu
OK
 
Interior Flange Plate - Compression
ratio = 28.50 / 59.06
= 0.48
PASS
Flange force moment arm
dm
 = db - tf
 = 11.860
[in]

Flange force - compression
Pu
 = Pb / 2 + M / dm
 = 113.98
[kips]

 
Shear on inner flange plate
Vu
 = Vu x 0.25 (2 side x 2 shear plane)
 = 28.50
[kips]

Plate Compression Check


Plate size
width bp
 = 2.625
[in]
thickness tp
 = 0.500
[in]

Fy
 = 50.0
[ksi]
E
 = 29000
[ksi]

Plate gross area in compression
Ag
 = bp tp
 = 1.313
[in2]


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

Plate effective length factor
K
 = 
 = 0.65
Plate unbraced length
Lu
 = 
 = 3.750
[in]

Plate slenderness
KL/r
 = 0.65 x Lu  / r
 = 16.89

Plate compression required
Pu
 = 
 = 28.50
[kips]


when  
KL/r
  ≤  25
AISC 14th  J4.4 (a)
Plate compression provided
Rn
 = Fy x Ag
 = 65.63
[kips]
AISC 14th  Eq J4-6
Bolt resistance factor-LRFD
φ
 = 0.90
AISC 14th  J4.4 (a)
φ Rn
 = 
 = 59.06
[kips]

ratio
 = 0.48
 > Pu
OK
 
 
Web Plate - Bolt Bearing
ratio = 15.00 / 107.35
= 0.14
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
 = 0.375
[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
 = 79.98 ≤ 54.84
 = 54.84
[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
 = 35.42 ≤ 54.84
 = 35.42
[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
 = 
 = 15.00
[kips]

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

ratio
 = 0.14
 > Vu
OK
 
Web Plate - Shear Yielding
ratio = 15.00 / 98.44
= 0.15
PASS
Plate Shear Yielding Check


Plate size
width bp
 = 8.750
[in]
thickness tp
 = 0.375
[in]

Plate yield strength
Fy
 = 50.0
[ksi]

Plate gross area in shear
Agv
 = bp tp
 = 3.281
[in2]

Shear force required
Vu
 = 
 = 15.00
[kips]

Plate shear yielding strength
Rn
 = 0.6 Fy Agv
 = 98.44
[kips]
AISC 14th  Eq J4-3
Resistance factor-LRFD
φ
 = 1.00
AISC 14th  Eq J4-3
φ Rn
 = 
 = 98.44
[kips]

ratio
 = 0.15
 > Vu
OK
 
Web Plate - Shear Rupture
ratio = 15.00 / 67.18
= 0.22
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
 = 0.375
[in]

Plate tensile strength
Fu
 = 65.0
[ksi]

Plate net area in shear
Anv
 = ( bp - n dh ) tp
 = 2.297
[in2]

Shear force required
Vu
 = 
 = 15.00
[kips]

Plate shear rupture strength
Rn
 = 0.6 Fu Anv
 = 89.58
[kips]
AISC 14th  Eq J4-4
Resistance factor-LRFD
φ
 = 0.75
AISC 14th  Eq J4-4
φ Rn
 = 
 = 67.18
[kips]

ratio
 = 0.22
 > Vu
OK
 
Web Plate - Block Shear - 1-Side Strip
ratio = 15.00 / 84.89
= 0.18
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
 = 0.375
[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
 = 2.766
[in2]

Net area subject to shear
Anv
 = Agv - [(nh - 1)+ 0.5] dh tp
 = 1.945
[in2]

Net area subject to tension
when sheared out by side strip
Ant
 = [(nv -1)sv +ev -((nv - 1)+0.5)dh ] tp
 = 1.148
[in2]


Block shear strength required
Vu
 = 
 = 15.00
[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 ) +
 = 113.19
[kips]
AISC 14th  Eq J4-5
Ubs Fu Ant

Resistance factor-LRFD
φ
 = 0.75
AISC 14th  Eq J4-5
φ Rn
 = 
 = 84.89
[kips]

ratio
 = 0.18
 > Vu
OK
 
 
Beam Flange - Bolt Shear
ratio = 134.45 / 214.71
= 0.63
PASS
Flange force moment arm
dm
 = db
 = 12.300
[in]

Beam flange force as shear
Vu
 = Pb / 2 + M / dm
 = 134.45
[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
 = 6.0
shear plane m
 = 2

Required shear strength
Vu
 = 
 = 134.45
[kips]

Bolt shear strength
Rn
 = Fnv Ab ns m Cec
 = 286.28
[kips]
AISC 14th  Eq J3-1
Bolt resistance factor-LRFD
φ
 = 0.75
AISC 14th  Eq J3-1
φ Rn
 = 
 = 214.71
[kips]

ratio
 = 0.63
 > Vu
OK
 
Beam Flange - Bolt Bearing
ratio = 138.98 / 214.71
= 0.65
PASS
Flange force moment arm
dm
 = db - tfb
 = 11.860
[in]

Beam flange force as shear
Vu
 = Pb / 2 + M / dm
 = 138.98
[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
 = 2 x Fnv Ab
 = 47.71
[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
 = 0.440
[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
 = 93.84 ≤ 64.35
 = 64.35
[kips]

Bolt strength at interior
Rn-in
 = min ( Rn-t&b-in , Rn-bolt )
 = 47.71
[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
 = 52.28 ≤ 64.35
 = 52.28
[kips]

Bolt strength at edge
Rn-ed
 = min ( Rn-t&b-ed , Rn-bolt )
 = 47.71
[kips]


Number of bolt
interior nin
 = 4
edge ned
 = 2

Bolt bearing strength for all bolts
Rn
 = nin Rn-in + ned Rn-ed
 = 286.28
[kips]

Required shear strength
Vu
 = 
 = 138.98
[kips]

Bolt resistance factor-LRFD
φ
 = 0.75
AISC 14th  J3-10
φ Rn
 = 
 = 214.71
[kips]

ratio
 = 0.65
 > Vu
OK
 
Beam Flange - Block Shear - 2 Side Strips
ratio = 138.98 / 175.25
= 0.79
PASS
Flange force moment arm
dm
 = db - tfb
 = 11.860
[in]

Beam flange force - tension
Vu
 = Pb / 2 + M / dm
 = 138.98
[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
 = 0.440
[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
 = 4.000
[in]
sh
 = 3.000
[in]

Bolt edge dist in ver & hor dir
ev
 = 1.260
[in]
eh
 = 1.625
[in]


Gross area subject to shear
Agv
 = [ (nh - 1) sh + eh ] tp x 2
 = 6.710
[in2]

Net area subject to shear
Anv
 = Agv - [(nh - 1)+ 0.5] dh tp x2
 = 4.785
[in2]

Net area subject to tension
when sheared out by 2 side strips
Ant
 = ( ev - 0.5 dh ) tp x 2
 = 0.724
[in2]


Block shear strength required
Vu
 = 
 = 138.98
[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 ) +
 = 233.66
[kips]
AISC 14th  Eq J4-5
Ubs Fu Ant

Resistance factor-LRFD
φ
 = 0.75
AISC 14th  Eq J4-5
φ Rn
 = 
 = 175.25
[kips]

ratio
 = 0.79
 > Vu
OK
 
 
Beam Web - Bolt Shear
ratio = 30.00 / 214.71
= 0.14
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
 = 2

Required shear strength
Vu
 = 
 = 30.00
[kips]

Bolt shear strength
Rn
 = Fnv Ab ns m Cec
 = 286.28
[kips]
AISC 14th  Eq J3-1
Bolt resistance factor-LRFD
φ
 = 0.75
AISC 14th  Eq J3-1
φ Rn
 = 
 = 214.71
[kips]

ratio
 = 0.14
 > Vu
OK
 
Beam Web - Bolt Bearing
ratio = 30.00 / 171.11
= 0.18
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
 = 2 x Fnv Ab
 = 47.71
[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
 = 0.260
[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
 = 55.45 ≤ 38.03
 = 38.03
[kips]

Bolt strength at interior
Rn-in
 = min ( Rn-t&b-in , Rn-bolt )
 = 38.03
[kips]


Number of bolt
interior nin
 = 6

Bolt bearing strength for all bolts
Rn
 = nin Rn-in
 = 228.15
[kips]

Required shear strength
Vu
 = 
 = 30.00
[kips]

Bolt resistance factor-LRFD
φ
 = 0.75
AISC 14th  J3-10
φ Rn
 = 
 = 171.11
[kips]

ratio
 = 0.18
 > Vu
OK
 
Beam Web - Shear Yielding
ratio = 30.00 / 95.94
= 0.31
PASS
Plate Shear Yielding Check


Plate size
width bp
 = 12.300
[in]
thickness tp
 = 0.260
[in]

Plate yield strength
Fy
 = 50.0
[ksi]

Plate gross area in shear
Agv
 = bp tp
 = 3.198
[in2]

Shear force required
Vu
 = 
 = 30.00
[kips]

Plate shear yielding strength
Rn
 = 0.6 Fy Agv
 = 95.94
[kips]
AISC 14th  Eq J4-3
Resistance factor-LRFD
φ
 = 1.00
AISC 14th  Eq J4-3
φ Rn
 = 
 = 95.94
[kips]

ratio
 = 0.31
 > Vu
OK
 
Beam Web - Shear Rupture
ratio = 30.00 / 73.58
= 0.41
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
 = 12.300
[in]
thickness tp
 = 0.260
[in]

Plate tensile strength
Fu
 = 65.0
[ksi]

Plate net area in shear
Anv
 = ( bp - n dh ) tp
 = 2.516
[in2]

Shear force required
Vu
 = 
 = 30.00
[kips]

Plate shear rupture strength
Rn
 = 0.6 Fu Anv
 = 98.10
[kips]
AISC 14th  Eq J4-4
Resistance factor-LRFD
φ
 = 0.75
AISC 14th  Eq J4-4
φ Rn
 = 
 = 73.58
[kips]

ratio
 = 0.41
 > Vu
OK
 
 
Beam Flange With Holes - Beam Flexural Rupture
ratio = 125.00 / 137.67
= 0.91
PASS
Beam sect W12X30
bf
 = 6.520
[in]
tf
 = 0.440
[in]

Sx
 = 38.600
[in3]

Fy
 = 50.0
[ksi]
Fu
 = 65.0
[ksi]


Gross area of tension flange
Afg
 = bf tf
 = 2.869
[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
 = 2

 
Net area of tension flange
Afn
 = ( bf - n dh ) tf
 = 2.099
[in2]


Moment in demand
Mu
 = 
 = 125.00
[kips]

 
Beam flexural rupture strength
Mn
 = 
Fu Afn/Afg
Sx
 = 152.96
[kip-ft]
AISC 14th  Eq F13-1
Resistance factor-LRFD
φ
 = 0.90
AISC 14th  F1
φ Mn
 = 
 = 137.67
[kips]

ratio
 = 0.91
 > Mu
OK
 
Beam Section Tensile Rupture
ratio = 25.00 / 320.17
= 0.08
PASS
Beam sect W12X30
tf
 = 0.440
[in]
tw
 = 0.260
[in]

Ag
 = 8.790
[in2]
Fu
 = 65.0
[ksi]


Beam flange bolt
bolt dia db
 = 3⁄4
[in]
bolt hole dia dh
 = 7⁄8
[in]
AISC 14th  B4.3b
Number of bolt
nflg
 = 2

 
Beam web bolt
bolt dia db
 = 3⁄4
[in]
bolt hole dia dh
 = 7⁄8
[in]
AISC 14th  B4.3b
Number of bolt
nweb
 = 3

 
Net area of beam sect
An
 = Ag - nflg dh tf x 2 - nweb dh tw
 = 6.568
[in2]

 
Shear lag factor
U
 = from Table D3.1 case 1
 = 1.00
AISC 14th  Table D3.1
 
Tensile force required
Pu
 = 
 = 25.00
[kips]

Tensile effective net area
Ae
 = An U
 = 6.568
[in2]

Plate tensile strength
Fu
 = 
 = 65.0
[ksi]

Tensile rupture strength
Rn
 = Fu Ae
 = 426.89
[kips]
AISC 14th  Eq D2-2
Resistance factor-LRFD
φ
 = 0.75
AISC 14th  D2 (b)
φ Rn
 = 
 = 320.17
[kips]
AISC 14th  Eq D2-2
ratio
 = 0.08
 > Pu
OK
 
 
Left Beam
Splice MC Connection
Code=AISC 360-10 LRFD
 
Result Summary
geometries & weld limitations = PASS
limit states max ratio 
= 0.91
PASS
 
 
Geometry Restriction Checks - Exterior Flange Plate
PASS
Min Bolt Edge Distance - Exterior 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 Exterior Flange Plate
Le
 = 
 = 1.260
[in]

 > Le-min
OK
Min Bolt Spacing - Exterior 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 Exterior Flange Plate
Ls
 = 
 = 3.000
[in]

 > Ls-min
OK
 
Geometry Restriction Checks - Interior Flange Plate
PASS
Min Bolt Edge Distance - Interior 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 Interior Flange Plate
Le
 = 
 = 1.250
[in]

 > Le-min
OK
Min Bolt Spacing - Interior 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 Interior 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
 
 
Exterior Flange Plate - Bolt Shear
ratio = 67.23 / 107.35
= 0.63
PASS
Flange force moment arm
dm
 = db
 = 12.300
[in]

Beam flange force as shear
Vu
 = Pb / 2 + M / dm
 = 134.45
[kips]

 
Shear on single flange plate
Vu
 = Vu x 0.5 (2 shear plane)
 = 67.23
[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
 = 6.0
shear plane m
 = 1

Required shear strength
Vu
 = 
 = 67.23
[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
 = 0.63
 > Vu
OK
 
Exterior Flange Plate - Bolt Bearing
ratio = 69.49 / 107.35
= 0.65
PASS
Flange force moment arm
dm
 = db - tf
 = 11.860
[in]

Beam flange force as shear
Vu
 = Pb / 2 + M / dm
 = 138.98
[kips]

 
Shear on single flange plate
Vu
 = Vu x 0.5 (double shear plane)
 = 69.49
[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
 = 1.375
[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
 = 
 = 69.49
[kips]

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

ratio
 = 0.65
 > Vu
OK
 
Exterior Flange Plate - Block Shear - 2 Side Strips
ratio = 69.49 / 197.44
= 0.35
PASS
Flange force moment arm
dm
 = db - tf
 = 11.860
[in]

Flange force - tension
Pu
 = Pb / 2 + M / dm
 = 138.98
[kips]

 
Shear on outer flange plate
Vu
 = Vu x 0.5 (2 shear plane)
 = 69.49
[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
 = 0.500
[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
 = 4.000
[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
 = 7.375
[in2]

Net area subject to shear
Anv
 = Agv - [(nh - 1)+ 0.5] dh tp x2
 = 5.188
[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
 = 
 = 69.49
[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 ) +
 = 263.25
[kips]
AISC 14th  Eq J4-5
Ubs Fu Ant

Resistance factor-LRFD
φ
 = 0.75
AISC 14th  Eq J4-5
φ Rn
 = 
 = 197.44
[kips]

ratio
 = 0.35
 > Vu
OK
 
Exterior Flange Plate - Block Shear - Center Strip
ratio = 69.49 / 189.82
= 0.37
PASS
Flange force moment arm
dm
 = db - tf
 = 11.860
[in]

Flange force - tension
Pu
 = Pb / 2 + M / dm
 = 138.98
[kips]

 
Shear on outer flange plate
Vu
 = Vu x 0.5 (2 shear plane)
 = 69.49
[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
 = 2
nh
 = 3

Bolt spacing in ver & hor dir
sv
 = 4.000
[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
 = 7.375
[in2]

Net area subject to shear
Anv
 = Agv - [(nh - 1)+ 0.5] dh tp x2
 = 5.188
[in2]

Net area subject to tension
when sheared out by center strip
Ant
 = ( nv - 1) ( sv - dh ) tp
 = 1.563
[in2]


Block shear strength required
Vu
 = 
 = 69.49
[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 ) +
 = 253.09
[kips]
AISC 14th  Eq J4-5
Ubs Fu Ant

Resistance factor-LRFD
φ
 = 0.75
AISC 14th  Eq J4-5
φ Rn
 = 
 = 189.82
[kips]

ratio
 = 0.37
 > Vu
OK
 
Exterior Flange Plate - Tensile Yielding
ratio = 69.49 / 151.88
= 0.46
PASS
Flange force moment arm
dm
 = db - tf
 = 11.860
[in]

Flange force - tension
Pu
 = Pb / 2 + M / dm
 = 138.98
[kips]

 
Shear on outer flange plate
Vu
 = Vu x 0.5 (2 shear plane)
 = 69.49
[kips]

Plate Tensile Yielding Check


Plate size
width bp
 = 6.750
[in]
thickness tp
 = 0.500
[in]

Plate yield strength
Fy
 = 50.0
[ksi]

Plate gross area in shear
Ag
 = bp tp
 = 3.375
[in2]

Tensile force required
Pu
 = 
 = 69.49
[kips]

Plate tensile yielding strength
Rn
 = Fy Ag
 = 168.75
[kips]
AISC 14th  Eq J4-1
Resistance factor-LRFD
φ
 = 0.90
AISC 14th  Eq J4-1
φ Rn
 = 
 = 151.88
[kips]

ratio
 = 0.46
 > Pu
OK
 
Exterior Flange Plate - Tensile Rupture
ratio = 69.49 / 121.88
= 0.57
PASS
Flange force moment arm
dm
 = db - tf
 = 11.860
[in]

Flange force - tension
Pu
 = Pb / 2 + M / dm
 = 138.98
[kips]

 
Shear on outer flange plate
Vu
 = Vu x 0.5 (2 shear plane)
 = 69.49
[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
 = 2

Plate size
width bp
 = 6.750
[in]
thickness tp
 = 0.500
[in]

Plate tensile strength
Fu
 = 65.0
[ksi]

Plate net area in tension
Ant
 = ( bp - n dh ) tp
 = 2.500
[in2]

Tensile force required
Pu
 = 
 = 69.49
[kips]

Plate tensile rupture strength
Rn
 = Fu Ant
 = 162.50
[kips]
AISC 14th  Eq J4-2
Resistance factor-LRFD
φ
 = 0.75
AISC 14th  Eq J4-2
φ Rn
 = 
 = 121.88
[kips]
AISC 14th  Eq J4-2
ratio
 = 0.57
 > Pu
OK
 
Exterior Flange Plate - Compression
ratio = 56.99 / 151.88
= 0.38
PASS
Flange force moment arm
dm
 = db - tf
 = 11.860
[in]

Flange force - compression
Pu
 = Pb / 2 + M / dm
 = 113.98
[kips]

 
Shear on outer flange plate
Vu
 = Vu x 0.5 (2 shear plane)
 = 56.99
[kips]

Plate Compression Check


Plate size
width bp
 = 6.750
[in]
thickness tp
 = 0.500
[in]

Fy
 = 50.0
[ksi]
E
 = 29000
[ksi]

Plate gross area in compression
Ag
 = bp tp
 = 3.375
[in2]


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

Plate effective length factor
K
 = 
 = 0.65
Plate unbraced length
Lu
 = 
 = 3.750
[in]

Plate slenderness
KL/r
 = 0.65 x Lu  / r
 = 16.89

Plate compression required
Pu
 = 
 = 56.99
[kips]


when  
KL/r
  ≤  25
AISC 14th  J4.4 (a)
Plate compression provided
Rn
 = Fy x Ag
 = 168.75
[kips]
AISC 14th  Eq J4-6
Bolt resistance factor-LRFD
φ
 = 0.90
AISC 14th  J4.4 (a)
φ Rn
 = 
 = 151.88
[kips]

ratio
 = 0.38
 > Pu
OK
 
 
Interior Flange Plate - Block Shear - 1 Side Strip
ratio = 34.75 / 95.67
= 0.36
PASS
Flange force moment arm
dm
 = db - tf
 = 11.860
[in]

Flange force - tension
Pu
 = Pb / 2 + M / dm
 = 138.98
[kips]

 
Shear on inner flange plate
Vu
 = Vu x 0.25 (2 side x 2 shear plane)
 = 34.75
[kips]

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
 = 1
nh
 = 3

Bolt spacing in hor dir
sh
 = 3.000
[in]

Bolt edge dist in ver & hor dir
ev
 = 1.250
[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
Ant
 = ( ev - 0.5 dh ) tp
 = 0.406
[in2]


Block shear strength required
Vu
 = 
 = 34.75
[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 ) +
 = 127.56
[kips]
AISC 14th  Eq J4-5
Ubs Fu Ant

Resistance factor-LRFD
φ
 = 0.75
AISC 14th  Eq J4-5
φ Rn
 = 
 = 95.67
[kips]

ratio
 = 0.36
 > Vu
OK
 
Interior Flange Plate - Tensile Yielding
ratio = 34.75 / 59.06
= 0.59
PASS
Flange force moment arm
dm
 = db - tf
 = 11.860
[in]

Flange force - tension
Pu
 = Pb / 2 + M / dm
 = 138.98
[kips]

 
Shear on inner flange plate
Vu
 = Vu x 0.25 (2 side x 2 shear plane)
 = 34.75
[kips]

Plate Tensile Yielding Check


Plate size
width bp
 = 2.625
[in]
thickness tp
 = 0.500
[in]

Plate yield strength
Fy
 = 50.0
[ksi]

Plate gross area in shear
Ag
 = bp tp
 = 1.313
[in2]

Tensile force required
Pu
 = 
 = 34.75
[kips]

Plate tensile yielding strength
Rn
 = Fy Ag
 = 65.63
[kips]
AISC 14th  Eq J4-1
Resistance factor-LRFD
φ
 = 0.90
AISC 14th  Eq J4-1
φ Rn
 = 
 = 59.06
[kips]

ratio
 = 0.59
 > Pu
OK
 
Interior Flange Plate - Tensile Rupture
ratio = 34.75 / 42.66
= 0.81
PASS
Flange force moment arm
dm
 = db - tf
 = 11.860
[in]

Flange force - tension
Pu
 = Pb / 2 + M / dm
 = 138.98
[kips]

 
Shear on inner flange plate
Vu
 = Vu x 0.25 (2 side x 2 shear plane)
 = 34.75
[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
 = 1

Plate size
width bp
 = 2.625
[in]
thickness tp
 = 0.500
[in]

Plate tensile strength
Fu
 = 65.0
[ksi]

Plate net area in tension
Ant
 = ( bp - n dh ) tp
 = 0.875
[in2]

Tensile force required
Pu
 = 
 = 34.75
[kips]

Plate tensile rupture strength
Rn
 = Fu Ant
 = 56.88
[kips]
AISC 14th  Eq J4-2
Resistance factor-LRFD
φ
 = 0.75
AISC 14th  Eq J4-2
φ Rn
 = 
 = 42.66
[kips]
AISC 14th  Eq J4-2
ratio
 = 0.81
 > Pu
OK
 
Interior Flange Plate - Compression
ratio = 28.50 / 59.06
= 0.48
PASS
Flange force moment arm
dm
 = db - tf
 = 11.860
[in]

Flange force - compression
Pu
 = Pb / 2 + M / dm
 = 113.98
[kips]

 
Shear on inner flange plate
Vu
 = Vu x 0.25 (2 side x 2 shear plane)
 = 28.50
[kips]

Plate Compression Check


Plate size
width bp
 = 2.625
[in]
thickness tp
 = 0.500
[in]

Fy
 = 50.0
[ksi]
E
 = 29000
[ksi]

Plate gross area in compression
Ag
 = bp tp
 = 1.313
[in2]


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

Plate effective length factor
K
 = 
 = 0.65
Plate unbraced length
Lu
 = 
 = 3.750
[in]

Plate slenderness
KL/r
 = 0.65 x Lu  / r
 = 16.89

Plate compression required
Pu
 = 
 = 28.50
[kips]


when  
KL/r
  ≤  25
AISC 14th  J4.4 (a)
Plate compression provided
Rn
 = Fy x Ag
 = 65.63
[kips]
AISC 14th  Eq J4-6
Bolt resistance factor-LRFD
φ
 = 0.90
AISC 14th  J4.4 (a)
φ Rn
 = 
 = 59.06
[kips]

ratio
 = 0.48
 > Pu
OK
 
 
Web Plate - Bolt Bearing
ratio = 15.00 / 107.35
= 0.14
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
 = 0.375
[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
 = 79.98 ≤ 54.84
 = 54.84
[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
 = 35.42 ≤ 54.84
 = 35.42
[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
 = 
 = 15.00
[kips]

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

ratio
 = 0.14
 > Vu
OK
 
Web Plate - Shear Yielding
ratio = 15.00 / 98.44
= 0.15
PASS
Plate Shear Yielding Check


Plate size
width bp
 = 8.750
[in]
thickness tp
 = 0.375
[in]

Plate yield strength
Fy
 = 50.0
[ksi]

Plate gross area in shear
Agv
 = bp tp
 = 3.281
[in2]

Shear force required
Vu
 = 
 = 15.00
[kips]

Plate shear yielding strength
Rn
 = 0.6 Fy Agv
 = 98.44
[kips]
AISC 14th  Eq J4-3
Resistance factor-LRFD
φ
 = 1.00
AISC 14th  Eq J4-3
φ Rn
 = 
 = 98.44
[kips]

ratio
 = 0.15
 > Vu
OK
 
Web Plate - Shear Rupture
ratio = 15.00 / 67.18
= 0.22
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
 = 0.375
[in]

Plate tensile strength
Fu
 = 65.0
[ksi]

Plate net area in shear
Anv
 = ( bp - n dh ) tp
 = 2.297
[in2]

Shear force required
Vu
 = 
 = 15.00
[kips]

Plate shear rupture strength
Rn
 = 0.6 Fu Anv
 = 89.58
[kips]
AISC 14th  Eq J4-4
Resistance factor-LRFD
φ
 = 0.75
AISC 14th  Eq J4-4
φ Rn
 = 
 = 67.18
[kips]

ratio
 = 0.22
 > Vu
OK
 
Web Plate - Block Shear - 1-Side Strip
ratio = 15.00 / 84.89
= 0.18
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
 = 0.375
[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
 = 2.766
[in2]

Net area subject to shear
Anv
 = Agv - [(nh - 1)+ 0.5] dh tp
 = 1.945
[in2]

Net area subject to tension
when sheared out by side strip
Ant
 = [(nv -1)sv +ev -((nv - 1)+0.5)dh ] tp
 = 1.148
[in2]


Block shear strength required
Vu
 = 
 = 15.00
[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 ) +
 = 113.19
[kips]
AISC 14th  Eq J4-5
Ubs Fu Ant

Resistance factor-LRFD
φ
 = 0.75
AISC 14th  Eq J4-5
φ Rn
 = 
 = 84.89
[kips]

ratio
 = 0.18
 > Vu
OK
 
 
Beam Flange - Bolt Shear
ratio = 134.45 / 214.71
= 0.63
PASS
Flange force moment arm
dm
 = db
 = 12.300
[in]

Beam flange force as shear
Vu
 = Pb / 2 + M / dm
 = 134.45
[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
 = 6.0
shear plane m
 = 2

Required shear strength
Vu
 = 
 = 134.45
[kips]

Bolt shear strength
Rn
 = Fnv Ab ns m Cec
 = 286.28
[kips]
AISC 14th  Eq J3-1
Bolt resistance factor-LRFD
φ
 = 0.75
AISC 14th  Eq J3-1
φ Rn
 = 
 = 214.71
[kips]

ratio
 = 0.63
 > Vu
OK
 
Beam Flange - Bolt Bearing
ratio = 138.98 / 214.71
= 0.65
PASS
Flange force moment arm
dm
 = db - tfb
 = 11.860
[in]

Beam flange force as shear
Vu
 = Pb / 2 + M / dm
 = 138.98
[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
 = 2 x Fnv Ab
 = 47.71
[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
 = 0.440
[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
 = 93.84 ≤ 64.35
 = 64.35
[kips]

Bolt strength at interior
Rn-in
 = min ( Rn-t&b-in , Rn-bolt )
 = 47.71
[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
 = 52.28 ≤ 64.35
 = 52.28
[kips]

Bolt strength at edge
Rn-ed
 = min ( Rn-t&b-ed , Rn-bolt )
 = 47.71
[kips]


Number of bolt
interior nin
 = 4
edge ned
 = 2

Bolt bearing strength for all bolts
Rn
 = nin Rn-in + ned Rn-ed
 = 286.28
[kips]

Required shear strength
Vu
 = 
 = 138.98
[kips]

Bolt resistance factor-LRFD
φ
 = 0.75
AISC 14th  J3-10
φ Rn
 = 
 = 214.71
[kips]

ratio
 = 0.65
 > Vu
OK
 
Beam Flange - Block Shear - 2 Side Strips
ratio = 138.98 / 175.25
= 0.79
PASS
Flange force moment arm
dm
 = db - tfb
 = 11.860
[in]

Beam flange force - tension
Vu
 = Pb / 2 + M / dm
 = 138.98
[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
 = 0.440
[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
 = 4.000
[in]
sh
 = 3.000
[in]

Bolt edge dist in ver & hor dir
ev
 = 1.260
[in]
eh
 = 1.625
[in]


Gross area subject to shear
Agv
 = [ (nh - 1) sh + eh ] tp x 2
 = 6.710
[in2]

Net area subject to shear
Anv
 = Agv - [(nh - 1)+ 0.5] dh tp x2
 = 4.785
[in2]

Net area subject to tension
when sheared out by 2 side strips
Ant
 = ( ev - 0.5 dh ) tp x 2
 = 0.724
[in2]


Block shear strength required
Vu
 = 
 = 138.98
[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 ) +
 = 233.66
[kips]
AISC 14th  Eq J4-5
Ubs Fu Ant

Resistance factor-LRFD
φ
 = 0.75
AISC 14th  Eq J4-5
φ Rn
 = 
 = 175.25
[kips]

ratio
 = 0.79
 > Vu
OK
 
 
Beam Web - Bolt Shear
ratio = 30.00 / 214.71
= 0.14
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
 = 2

Required shear strength
Vu
 = 
 = 30.00
[kips]

Bolt shear strength
Rn
 = Fnv Ab ns m Cec
 = 286.28
[kips]
AISC 14th  Eq J3-1
Bolt resistance factor-LRFD
φ
 = 0.75
AISC 14th  Eq J3-1
φ Rn
 = 
 = 214.71
[kips]

ratio
 = 0.14
 > Vu
OK
 
Beam Web - Bolt Bearing
ratio = 30.00 / 171.11
= 0.18
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
 = 2 x Fnv Ab
 = 47.71
[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
 = 0.260
[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
 = 55.45 ≤ 38.03
 = 38.03
[kips]

Bolt strength at interior
Rn-in
 = min ( Rn-t&b-in , Rn-bolt )
 = 38.03
[kips]


Number of bolt
interior nin
 = 6

Bolt bearing strength for all bolts
Rn
 = nin Rn-in
 = 228.15
[kips]

Required shear strength
Vu
 = 
 = 30.00
[kips]

Bolt resistance factor-LRFD
φ
 = 0.75
AISC 14th  J3-10
φ Rn
 = 
 = 171.11
[kips]

ratio
 = 0.18
 > Vu
OK
 
Beam Web - Shear Yielding
ratio = 30.00 / 95.94
= 0.31
PASS
Plate Shear Yielding Check


Plate size
width bp
 = 12.300
[in]
thickness tp
 = 0.260
[in]

Plate yield strength
Fy
 = 50.0
[ksi]

Plate gross area in shear
Agv
 = bp tp
 = 3.198
[in2]

Shear force required
Vu
 = 
 = 30.00
[kips]

Plate shear yielding strength
Rn
 = 0.6 Fy Agv
 = 95.94
[kips]
AISC 14th  Eq J4-3
Resistance factor-LRFD
φ
 = 1.00
AISC 14th  Eq J4-3
φ Rn
 = 
 = 95.94
[kips]

ratio
 = 0.31
 > Vu
OK
 
Beam Web - Shear Rupture
ratio = 30.00 / 73.58
= 0.41
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
 = 12.300
[in]
thickness tp
 = 0.260
[in]

Plate tensile strength
Fu
 = 65.0
[ksi]

Plate net area in shear
Anv
 = ( bp - n dh ) tp
 = 2.516
[in2]

Shear force required
Vu
 = 
 = 30.00
[kips]

Plate shear rupture strength
Rn
 = 0.6 Fu Anv
 = 98.10
[kips]
AISC 14th  Eq J4-4
Resistance factor-LRFD
φ
 = 0.75
AISC 14th  Eq J4-4
φ Rn
 = 
 = 73.58
[kips]

ratio
 = 0.41
 > Vu
OK
 
 
Beam Flange With Holes - Beam Flexural Rupture
ratio = 125.00 / 137.67
= 0.91
PASS
Beam sect W12X30
bf
 = 6.520
[in]
tf
 = 0.440
[in]

Sx
 = 38.600
[in3]

Fy
 = 50.0
[ksi]
Fu
 = 65.0
[ksi]


Gross area of tension flange
Afg
 = bf tf
 = 2.869
[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
 = 2

 
Net area of tension flange
Afn
 = ( bf - n dh ) tf
 = 2.099
[in2]


Moment in demand
Mu
 = 
 = 125.00
[kips]

 
Beam flexural rupture strength
Mn
 = 
Fu Afn/Afg
Sx
 = 152.96
[kip-ft]
AISC 14th  Eq F13-1
Resistance factor-LRFD
φ
 = 0.90
AISC 14th  F1
φ Mn
 = 
 = 137.67
[kips]

ratio
 = 0.91
 > Mu
OK
 
Beam Section Tensile Rupture
ratio = 25.00 / 320.17
= 0.08
PASS
Beam sect W12X30
tf
 = 0.440
[in]
tw
 = 0.260
[in]

Ag
 = 8.790
[in2]
Fu
 = 65.0
[ksi]


Beam flange bolt
bolt dia db
 = 3⁄4
[in]
bolt hole dia dh
 = 7⁄8
[in]
AISC 14th  B4.3b
Number of bolt
nflg
 = 2

 
Beam web bolt
bolt dia db
 = 3⁄4
[in]
bolt hole dia dh
 = 7⁄8
[in]
AISC 14th  B4.3b
Number of bolt
nweb
 = 3

 
Net area of beam sect
An
 = Ag - nflg dh tf x 2 - nweb dh tw
 = 6.568
[in2]

 
Shear lag factor
U
 = from Table D3.1 case 1
 = 1.00
AISC 14th  Table D3.1
 
Tensile force required
Pu
 = 
 = 25.00
[kips]

Tensile effective net area
Ae
 = An U
 = 6.568
[in2]

Plate tensile strength
Fu
 = 
 = 65.0
[ksi]

Tensile rupture strength
Rn
 = Fu Ae
 = 426.89
[kips]
AISC 14th  Eq D2-2
Resistance factor-LRFD
φ
 = 0.75
AISC 14th  D2 (b)
φ Rn
 = 
 = 320.17
[kips]
AISC 14th  Eq D2-2
ratio
 = 0.08
 > Pu
OK