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

 
Result Summary - Overall
geometries & weld limitations = PASS
limit states max ratio 
0.61
PASS
 
Right Beam
geometries & weld limitations = PASS
limit states max ratio 
0.61
PASS


 
Left Beam
geometries & weld limitations = PASS
limit states max ratio 
0.61
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
 = 60.00
[kip-ft]

in tension
Beam flange force - top
Pf-TR
 = PbR / 2 + MR / dm
 = 48.21
[kips]

Beam flange force - bottom
Pf-BR
 = PbR / 2 - MR / dm
 = -73.21
[kips]

 
 

Right Beam
Splice MC Connection
Code=AISC 360-10 LRFD

 
Result Summary
geometries & weld limitations = PASS
limit states max ratio 
0.61
PASS
 
 
Geometry Restriction Checks
PASS
Min Bolt Spacing - End Plate


Bolt diameter
db
 = 
 = 0.750
[in]

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

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


Bolt diameter
db
 = 
 = 0.750
[in]

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

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


Connecting plate thickness
tp
 = 
 = 0.750
[in]

Max edge distance allowed
Le-max
 = min ( 12t , 6" )
 = 6.000
[in]
AISC 14th  J3.5
Max edge distance in End Plate
Le
 = 
 = 2.260
[in]

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


Thinner part joined thickness
t
 = 
 = 0.440
[in]

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

 > wmin
OK
Min Fillet Weld Length


Fillet weld size provided
w
 = 
 = 0.313
[in]

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

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


Thinner part joined thickness
t
 = 
 = 0.260
[in]

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

 > wmin
OK
Min Fillet Weld Length


Fillet weld size provided
w
 = 
 = 0.313
[in]

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

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



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

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


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

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

 
End Plate Bending Strength



End plate width
bplate
 = 8.520
[in]
thickness tp
 = 0.750
[in]

Beam flange width
bfb
 = 6.520
[in]

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



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


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



g
 = 4.000
[in]

pfi
 = 1.625
[in]
pfo
 = 1.625
[in]

s
 = 2.742
[in]
Yp
 = 88.61
[in]

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


Check thick end plate condition
φb vMpl >= 1.11 X φv Mnp
AISC DG4  Eq 3.33
ratio
 = 0.70   thick plate


The thick end plate conditions are met. AISG DG4 is used and
no bolt prying is considered
AISC DG4  Eq 3.33 & 3.35
 
Bolt Moment Strength (No Prying)
ratio = 73.21 / 119.28
0.61
PASS
bolt grade
 = A325-N
Ft
 = 90.0
[ksi]
AISC 14th  Table J3.2
bolt dia db
 = 0.750
[in]
bolt area Ab
 = 0.442
[in2]

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


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



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

Flange force required in tension
Puf_t
 = Pu  / 2 - Mu  / dm
 = 73.21
[kips]

Flange force resistance by bolt
Fn
 = 2 Pt ( h0 + h1 ) / dm
 = 159.04
[kips]
AISC DG4  Eq 3.7
Bolt resistance factor-LRFD
φv
 = 0.75
AISC 14th  Eq J3-1
φnv F
 = 
 = 119.28
[kips]
AISC DG4 Eq 3.7
ratio
 = 0.61
 > Puf_t
OK
 
Bolt Shear Strength
ratio = 30.00 / 71.57
0.42
PASS
Bolt shear stress
bolt grade
 = A325-N
Fnv
 = 54.0
[ksi]
AISC 14th  Table J3.2
bolt dia db
 = 0.750
[in]
bolt area Ab
 = 0.442
[in2]

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

Required shear strength
Vu
 = 
 = 30.00
[kips]

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

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


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

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



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

Plate tensile strength
Fu
 = 65.0
[ksi]

Plate thickness
t
 = 0.750
[in]

Interior Bolt



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

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

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

Edge Bolt



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

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

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



Number of bolt
interior nin
 = 2
edge ned
 = 2

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

Required shear strength
Vu
 = 
 = 30.00
[kips]

Bolt resistance factor-LRFD
φv
 = 0.75
AISC 14th  J3-10
φnv R
 = 
 = 71.57
[kips]

ratio
 = 0.42
 > Vu
OK
 
 
End Plate Flexural Yielding
ratio = 73.21 / 189.11
0.39
PASS
 
End Plate Bending Strength



End plate width
bplate
 = 8.520
[in]
thickness tp
 = 0.750
[in]

Beam flange width
bfb
 = 6.520
[in]

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



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


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



g
 = 4.000
[in]

pfi
 = 1.625
[in]
pfo
 = 1.625
[in]

s
 = 2.742
[in]
Yp
 = 88.61
[in]

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


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

Flange force required in tension
Puf_t
 = Pu  / 2 - Mu  / dm
 = 73.21
[kips]

Flange force provided by end plate bending
φplv R
 = φv Mpl / dm
 = 189.11
[kips]
AISC DG4 Eq 3.10
ratio
 = 0.39
 > Puf_t
OK
 
End Plate Shear Yielding
ratio = 36.61 / 169.20
0.22
PASS
Flange force required in tension
Puf_t
 = Pu  / 2 - Mu  / dm
 = 36.61
[kips]



End plate width
bplate
 = 8.520
[in]
thickness tp
 = 0.750
[in]

Beam flange width
bfb
 = 6.520
[in]

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



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

Plate yield strength
Fy
 = 50.0
[ksi]

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

Shear force required
0.5 Puf_t
 = 
 = 36.61
[kips]

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

ratio
 = 0.22
 > 0.5 Puf_t
OK
 
End Plate Shear Rupture
ratio = 36.61 / 126.58
0.29
PASS
Flange force required in tension
Puf_t
 = Pu  / 2 - Mu  / dm
 = 36.61
[kips]



End plate width
bplate
 = 8.520
[in]
thickness tp
 = 0.750
[in]

Beam flange width
bfb
 = 6.520
[in]

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



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

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

Plate tensile strength
Fu
 = 65.0
[ksi]

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

Shear force required
0.5 Puf_t
 = 
 = 36.61
[kips]

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

ratio
 = 0.29
 > 0.5 Puf_t
OK
 
 
Beam Flange Weld Strength
ratio = 73.21 / 120.47
0.61
PASS
Flange force required in tension
Puf_t
 = Pu  / 2 - Mu  / dm
 = 73.21
[kips]

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

 
Fillet Weld Strength Check



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

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

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


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

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


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



Shear resistance required
Puf_t
 = 
 = 73.21
[kips]

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

Shear resistance provided
φnv F
 = φv Rn x L
 = 120.47
[kips]

ratio
 = 0.61
 > Puf_t
OK
 
 

Left Beam
Splice MC Connection
Code=AISC 360-10 LRFD

 
Result Summary
geometries & weld limitations = PASS
limit states max ratio 
0.61
PASS
 
 
Geometry Restriction Checks
PASS
Min Bolt Spacing - End Plate


Bolt diameter
db
 = 
 = 0.750
[in]

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

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


Bolt diameter
db
 = 
 = 0.750
[in]

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

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


Connecting plate thickness
tp
 = 
 = 0.750
[in]

Max edge distance allowed
Le-max
 = min ( 12t , 6" )
 = 6.000
[in]
AISC 14th  J3.5
Max edge distance in End Plate
Le
 = 
 = 2.260
[in]

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


Thinner part joined thickness
t
 = 
 = 0.440
[in]

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

 > wmin
OK
Min Fillet Weld Length


Fillet weld size provided
w
 = 
 = 0.313
[in]

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

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


Thinner part joined thickness
t
 = 
 = 0.260
[in]

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

 > wmin
OK
Min Fillet Weld Length


Fillet weld size provided
w
 = 
 = 0.313
[in]

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

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



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

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


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

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

 
End Plate Bending Strength



End plate width
bplate
 = 8.520
[in]
thickness tp
 = 0.750
[in]

Beam flange width
bfb
 = 6.520
[in]

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



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


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



g
 = 4.000
[in]

pfi
 = 1.625
[in]
pfo
 = 1.625
[in]

s
 = 2.742
[in]
Yp
 = 88.61
[in]

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


Check thick end plate condition
φvMpl >= 1.11 X φv vMnp
AISC DG4  Eq 3.33
ratio
 = 0.70   thick plate


The thick end plate conditions are met. AISG DG4 is used and
no bolt prying is considered
AISC DG4  Eq 3.33 & 3.35
 
Bolt Moment Strength (No Prying)
ratio = 73.21 / 119.28
0.61
PASS
bolt grade
 = A325-N
Ft
 = 90.0
[ksi]
AISC 14th  Table J3.2
bolt dia db
 = 0.750
[in]
bolt area Ab
 = 0.442
[in2]

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


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



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

Flange force required in tension
Puf_t
 = Pu  / 2 - Mu  / dm
 = 73.21
[kips]

Flange force resistance by bolt
Fn
 = 2 Pt ( h0 + h1 ) / dm
 = 159.04
[kips]
AISC DG4  Eq 3.7
Bolt resistance factor-LRFD
φvv
 = 0.75
AISC 14th  Eq J3-1
φv
 = 
 = 119.28
[kips]
AISC DG4 Eq 3.7
ratio
 = 0.61
 > Puf_t
OK
 
Bolt Shear Strength
ratio = 30.00 / 71.57
0.42
PASS
Bolt shear stress
bolt grade
 = A325-N
Fnv
 = 54.0
[ksi]
AISC 14th  Table J3.2
bolt dia db
 = 0.750
[in]
bolt area Ab
 = 0.442
[in2]

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

Required shear strength
Vu
 = 
 = 30.00
[kips]

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

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


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

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



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

Plate tensile strength
Fu
 = 65.0
[ksi]

Plate thickness
t
 = 0.750
[in]

Interior Bolt



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

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

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

Edge Bolt



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

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

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



Number of bolt
interior nin
 = 2
edge ned
 = 2

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

Required shear strength
Vu
 = 
 = 30.00
[kips]

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

ratio
 = 0.42
 > Vu
OK
 
 
End Plate Flexural Yielding
ratio = 73.21 / 189.11
0.39
PASS
 
End Plate Bending Strength



End plate width
bplate
 = 8.520
[in]
thickness tp
 = 0.750
[in]

Beam flange width
bfb
 = 6.520
[in]

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



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


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



g
 = 4.000
[in]

pfi
 = 1.625
[in]
pfo
 = 1.625
[in]

s
 = 2.742
[in]
Yp
 = 88.61
[in]

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


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

Flange force required in tension
Puf_t
 = Pu  / 2 - Mu  / dm
 = 73.21
[kips]

Flange force provided by end plate bending
φv
 = φv vMpl / dm
 = 189.11
[kips]
AISC DG4 Eq 3.10
ratio
 = 0.39
 > Puf_t
OK
 
End Plate Shear Yielding
ratio = 36.61 / 169.20
0.22
PASS
Flange force required in tension
Puf_t
 = Pu  / 2 - Mu  / dm
 = 36.61
[kips]



End plate width
bplate
 = 8.520
[in]
thickness tp
 = 0.750
[in]

Beam flange width
bfb
 = 6.520
[in]

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



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

Plate yield strength
Fy
 = 50.0
[ksi]

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

Shear force required
0.5 Puf_t
 = 
 = 36.61
[kips]

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

ratio
 = 0.22
 > 0.5 Puf_t
OK
 
End Plate Shear Rupture
ratio = 36.61 / 126.58
0.29
PASS
Flange force required in tension
Puf_t
 = Pu  / 2 - Mu  / dm
 = 36.61
[kips]



End plate width
bplate
 = 8.520
[in]
thickness tp
 = 0.750
[in]

Beam flange width
bfb
 = 6.520
[in]

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



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

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

Plate tensile strength
Fu
 = 65.0
[ksi]

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

Shear force required
0.5 Puf_t
 = 
 = 36.61
[kips]

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

ratio
 = 0.29
 > 0.5 Puf_t
OK
 
 
Beam Flange Weld Strength
ratio = 73.21 / 120.47
0.61
PASS
Flange force required in tension
Puf_t
 = Pu  / 2 - Mu  / dm
 = 73.21
[kips]

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

 
Fillet Weld Strength Check



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

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

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


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

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


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



Shear resistance required
Puf_t
 = 
 = 73.21
[kips]

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

Shear resistance provided
φv
 = φv vRn x L
 = 120.47
[kips]

ratio
 = 0.61
 > Puf_t
OK