Moment Connection of Wide Flange Beam to HSS Column Disclaimer: Spreadsheet is not compatible with Excel versions prior to 2010 Codes Used: ASCE 7-10 AISC 360-10 AISC Design Guide 24 (modified for AISC 360-10 equations) Information: Cells requiring input are shaded yellow Weld strength is 70 ksi For through-plate connection, spreadsheet assumes 2 rows of bolts 2" from end of beam to centerline of first bolt holes Bolt spacing s = 3" for db ≤ 1 1/8"; s = 2.67*db for db > 1 1/8" When HSS column is rectangular, enter "wide" or "narrow" for controlling column face failure to enter "wide" or "narrow" will result in an error "wide" or "narrow" not required with square or round columns **Spreadsheet checks moment connection only--engineer is responsible for checking structural adequacy of column and beam **shear resistance of connection is checked by a different spreadsheet
Title: Subject:
Project #
Through-Plate Moment Connection Input Code = ASD HSS column Shape = Square Steel Grade = ASTM A1085 Section = HSS8X8X1/2 wide Wide Flange Beam Steel Grade = ASTM A992 Section = W14X30 Top and bottom through plates Steel Fy = 36 bolt diameter = 3/4 bolt type = A325N plate t = 5/16 n= bolt gage g =
4 3.5
ksi in in
use different plate thickness?
number of bolts ea side
use different # of bolts?
in
Analysis Loads Left Beam Reaction DL LL Lr or S W E
Right Beam Reaction Vleft (k)
Mleft (k*ft)
-3 -10
15 25
-2 -30 -20
Column Loads DL LL Lr OR S W E
P (k) 30 60
DL LL Lr or S W E
0 0
Title: Subject:
Project #
0
plate t = plate b =
5/16 10
Results pl force Ra = plate L =
38 k 22 in
Tensile yielding of through plate Rn/Ω =
67 k
Ra/(Rn/Ω) =
0.57
Tensile rupture of through plate Rn/Ω =
75 k
Ra/(Rn/Ω) =
0.51
Ra/(Rn/Ω) =
0.60
Compressive yielding and buckling of through plate Rn/Ω = 64 k Bolt shear Rn/Ω =
48 k
Ra/(Rn/Ω) =
0.80
Bolt bearing on through plate total Rn/Ω =
45 k
Ra/(Rn/Ω) =
0.85
Bolt bearing on beam flange total Rn/Ω =
90 k
Ra/(Rn/Ω) =
0.42
Block shear rupture of through plate Rn/Ω = 51 k
Ra/(Rn/Ω) =
0.75
Block shear rupture of beam flange Rn/Ω = 85 k
Ra/(Rn/Ω) =
0.45
Fillet weld size weld size =
5/16
in, all around
Fillet weld exceeds the maximum through plate thickness
use thru PL 5/16x10x1'-10 with 5/16 in fillet weld and (4) 3/4 in A325N bolts
Date: By:
11/4/2015
different plate thickness? no different # of bolts? no
ht Beam Reaction Vright (k) 5 15
Mright (k*ft) 15 30
Date: By:
11/4/2015 0
in in
OK
OK
OK
OK
OK
OK
OK
OK
t weld exceeds the maximum; increase ugh plate thickness
in, parallel to beam in is column located within beam depth d of the end of the beam?
Analysis Loads Loads at top of Column DL LL Lr or S W E
P (k) 3 10
M (k*ft) -4.5 -13.5
Title: Subject:
Results Bolt force Ta = Comp force Pa = cap pl L = Bolt tensile strength tf min = 0.441 in tpl min = 0.464 in rn/Ω =
0 0
Project #
0
10.34 k/bolt 30 k 14 in
cap pl t = cap pl B =
1/ 2 9
19.9 k/bolt
tf = 0.525 in tpl = 0.5 in Ta/(rn/Ω) =
0.52
Beam flange local bending Rn/Ω =
26 k
Ra/(Rn/Ω) =
1.17
Beam web local yielding Rn/Ω =
54 k
Ra/(Rn/Ω) =
0.56
Beam web crippling Rn/Ω =
37 k
Ra/(Rn/Ω) =
0.82
HSS wall local yielding Rn/Ω =
70 k
Ra/(Rn/Ω) =
0.43
HSS wall local crippling Rn/Ω =
154 k
Ra/(Rn/Ω) =
0.20
Fillet weld size for tension weld size =
1/ 4 in all around, HSS to cap plate
use cap PL 1/2x9x1'-2 with 1/4 fillet weld and (4) 3/4 in A325N bolts
Date: By:
ed within beam depth d of the end of the beam? Yes within d/2? Yes within 10tf? Yes
11/4/2015
Date: By:
in in
OK
NO GOOD
OK
OK
OK
OK
11/4/2015 0
Title: Subject:
Project #
Directly Welded Connection Input Code = ASD HSS Column Shape = Square Steel Grade = ASTM 500 Gr B Section = HSS12X12X3/8 narrow Wide Flange Beam Steel Grade = ASTM A992 Section = W18X35 no beam on each side of col? Analysis Loads Column Loads DL LL Lr W E
P (k) -3 -10
M (k-ft) -4.2 -12.5
-2 -30 -20
Beam Loads DL LL Lr W E
V (k) -20 -40
M (k-ft) -8.3 -12
0 0
Title: Subject:
Project #
0
Pa =
14
Ra/(Rn/Ω) =
0.80
Results Ma =
20 k-ft
Local yielding of beam flange Rn/Ω =
18 k
HSS shear yielding/punching Rn/Ω = N/A k check not required due to bfB-2t Local yielding of HSS sidewalls Rn/Ω = N/A k check not required due to β ≠ 1.0 Local crippling of HSS sidewalls Rn/Ω = N/A k check not required due to β ≠ 1.0 Weld type of weld
fillet 3/16 in fillet weld
Connection has adequate moment capacity
Date: By:
11/4/2015
Date: By:
k
OK
11/4/2015 0
Factored Loading from service loads input LC1 LC2 LC3 LC4 Vu (k) left -4.2 -20.6 -21.8 Vu (k) right 7 30 21 Vu (k) top 42 132 96
LC5
LC6
-44.6
-34
-32.7
21
21
4.5
96
96
27
Mu, left (k-ft)
21
58
43
43
43
13.5
Mu, right (k-ft)
21
66
48
48
48
13.5
total Vu =
44.8
141.4
95.2
72.4
83
-1.2
net Mu =
0
8
5
5
5
0
Service Loading from service loads input LC1 LC2 LC3 Va (k) left -3 -13 Va (k) right 5 20
LC4
LC5
LC6
-5
-12
-21
-17
5
16.25
5
5
Va (k) top
30
90
28
75
30
30
Ma, left (k-ft)
15
40
15
33.75
15
15
Ma, right (k-ft)
15
45
15
37.5
15
15
total Va =
32
97
28
79.25
14
18
net Ma =
0
5
0
3.75
0
0
Parameters Column Fy =
column 50
H=
8
Beam Fy =
50
B=
8
Plate Fy =
36
D= t=
0.5
Column Fu =
65
Beam Fu =
65
controlling dim =
8
Plate Fu =
58
opp dim =
8
assume pl t =
0.385
plate b =
10
approx Ru = code = ASD db =
55.8 k 3/4
approx Ra = g=
38.1 k 3.5
s=
bolt type = A325N Calculations bolt shear LRFD rn = 17.89 k n=
3.12 4 n used =
hole d =
0.875
ASD rn/ =
11.93 k 3.19 4
n= 4
plate thickness checks LRFD tensile yielding of through plate tp = 0.172326
tp =
tensile rupture of through plate tp = 0.1555796
tp = 0.1591155
bolt bearing on plate tp = N/A
tp = 0.2651925
Lc =
0.56
tp = 0.2342309 max tp = 0.2651925
Lgv =
4
block shear on plate tp = 0.2290258 max tp = 0.2290258 4 /16 4 /16
Factored Loading from service loads input LC1 LC2 LC3 LC4 Pu (k) 4.2 19.6 13.6 Mu (k-ft) -6.3 -27 -18.9
Service Loading from service loads input LC1 LC2 LC3 Pa (k) 3 13 Ma (k-ft) -4.5 -18
LC5
LC6
13.6
13.6
2.7
-18.9
-18.9
-4.05
LC4
LC5
LC6
3
10.5
3
3
-4.5
-14.625
-4.5
-4.5
Parameters Column Fy =
column 50
H=
8
Beam Fy =
50
B=
8
Plate Fy =
36
D= t=
0.313
Column Fu =
65
A=
9.37
Beam Fu =
65
controlling dim =
8
Plate Fu =
58
tp =
1/ 2
opp dim = plate l = plate b =
8 14 9 Square
code = ASD db = bolt type = A325N
3/4
g= bolt stance =
3.5 11 in
within 10tf?
3/4
Calculations tension load in bolt LRFD Bolt force Tu = 12.93 k/bolt Pu = 20 k B= 29.82 k prying on beam flange b= 1.5925 in a= 1.26 in ρ= 0.745 β= 1.755 p= 3.185 δ= 0.745 α' = 1 tmin = 0.44 in tc = 0.883 in α= 0.303 q= 1.773 k prying on cap plate b= a= ρ= β= p= δ= α' = tmin = tc = α= q=
1.5 in 1.5 in 0.6 2.178 3.000 0.729 1 0.463 in 0.926 in 0.666 2.536 k
ASD olt force Ta = Pa = B=
8.63 k/bolt 13 k 19.88 k
b' = a' =
1.2175 in 1.635 in
β=
1.750
α' tmin tc α q
= = = = =
1 0.441 in 0.884 in 0.309 1.203 k
b' = a' =
1.125 in 1.875 in
β=
2.172
α' tmin tc α q
= = = = =
0.3091062
1 0.464 in 0.927 in 0.674 1.706 k
0.6736178 q max =
bolt tension strength Φrn =
29.82 k/bolt
Pu = 45 k beam flange local bending Rn = 43 ΦRn = 39 k beam web local yielding lb = 2.81 in Rn = 81 k
rn/Ω =
19.88 k/bolt
Pa =
30 k
Rn/Ω =
26 k
1.71
ΦRn =
81 k
Rn/Ω =
54 k
2.81 in 0.16 74 k 55 k
Rn/Ω =
37 k
HSS wall strength lb = 4.25 HSS wall local yielding 5tp + lb = 6.75 in Rn = 106 k ΦRn = 106 k
Rn/Ω =
70 k
HSS wall local crippling Rn = 308 k ΦRn = 231 k
Rn/Ω =
154 k
beam web crippling lb = lb/d = Rn = ΦRn =
Weld size HSS to cap pl 2g ≤ B 2(db+2b) ≤ B
7 7.5
≤ ≤
8 OK 8 OK
Tu = 12.93 Ta controlling case for weld size determination: Tu/g = 3.693 Ta/g Tu/(db+2b) = 3.447 Ta/(db+2b) 2Tu/B = N/A 2Ta/B Dmin =
2.65 3 3 3/16 in fillet
use
= = = = N/A
Dmin =
= = = =
3/16 0.313 0.5 0.5 4 /16 4 1/4
pl L =
14 1.1666667
2.466 2.302
2.66 3 3 3/16 in fillet
use
3/16 col t pl t max t min fillet
8.63
0.1666667 1 ft pl t = pl t = 1/2
8 /16 in
2 in
LC7
max
min
control
abs
2.7
19.6
2.7
19.6
19.6
-4.05
-4.05
-27
-27
27
LC7
LC8
LC9
LC10
Vconn =
k
Mconn =
k-ft
max
min
control
10.5
10.5
1.8
1.8
13
1.8
13
-14.625
-14.625
-2.7
-2.7
-2.7
-18
-18
beam bf =
6.02
Ru/φRn =
d= tf =
17.9
Ra/(Rn/Ω) =
0.525
tw =
0.315
Tu/φrn =
k=
0.927
Ta/(rn/Ω) =
k1 =
13/16
within d? Yes within d/2? Yes within 10tf? Yes
≤ ≥
k/bolt
ASCE 7-10 Load Combinations LRFD LC1
1.4D
LC2 LC3 LC4 LC5 LC6
1.2D 1.2D 1.2D 1.2D 0.9D
LC7
0.9D + 1.0E
ASD LC1 LC2 LC3 abs
LC4 LC5 13 LC6 18 LC7 LC8 LC9 LC10
yes no
+ + + + +
1.6L + 0.5(Lr or S or R) 1.6(Lr or S or R) + (L or 0.5W) W + L + 0.5(Lr or S or R) 1.0E + L + 0.2S 1.0W
D D+L D + (Lr or S or R) D + 0.75L + 0.75(Lr or S or R) D + 0.6W D + 0.7E D + 0.75L + 0.75(0.6W) + 0.75(Lr or S or R) D + 0.75L + 0.75(0.7E) + 0.75S 0.6D + 0.6W 0.6D + 0.7E
Factored Loading from service loads input LC1 LC2 LC3 LC4 LC5 LC6 Pu col (k) -4.2 -20.6 -21.8 -44.6 -34 Mu col (k-ft) -5.88 -25.04 -17.54 -17.54 -17.54 Vu bm (k) -28 -88 -64 -64 -64 Mu bm (k-ft) -11.62 -29.16 -21.96 -21.96 -21.96
Service Loading from service loads input LC1 LC2 LC3 Pa col (k) -3 -13 Ma col (k-ft) -4.2 -16.7 Va bm (k) Ma bm (k-ft)
-20 -8.3
-60 -20.3
LC4
LC5
-5
-12
-21
-17
-4.2 -20 -8.3
-13.575 -50 -17.3
-4.2 -20 -8.3
-4.2 -20 -8.3
46
H=
12
Beam Fy =
50
B=
12
column
D=
Beam Fu =
code = ASD cross/T: T Square
-3.78 -18 -7.47
LC6
Parameters Column Fy =
Column Fu =
-32.7
t=
0.349
58
A=
16
65
controlling dim = opp dim = Sx = Sy =
12 12 59.5 59.5
Limits θ B/t H/t bf/B
= = = =
90 34.38 34.38 0.50
≥ ≤ ≤
30 OK 35 OK 35 OK OK
0.25 ≤ bf/B ≤ 0
Calcs LRFD Mu = Pu = β=
ASD 29 k-ft 20 k 0.50
Ma = Pa =
Local yielding of beam flange Rn = 28.0 k ΦRn = 26.6 k HSS shear yielding/punching 10.2 ≤ Bep = Rn = N/A ΦRn = N/A
Rn/Ω =
6
≤
20 k-ft 14 k
17.7 k
11.302
1.75 k k
Rn/Ω = N/A
k
Local yielding of HSS sidewalls lb = 2.17 Rn = N/A k ΦRn = N/A k
Rn/Ω = N/A
k
Local crippling of HSS sidewalls lb = 2.17 Fc = 46 U= 0.170 Qf = 1.000 Φ= 0.75 Rn = N/A ΦRn = N/A k HSS local yielding Fc = U= Qf =
46 0.170 0.940
Ω=
27.6 0.180 1.000 2.00
N/A Rn/Ω = N/A
k
27.6 0.180 0.936
Rn = N/A ΦRn = N/A
k
controlling check = weld CJP
N/A Rn/Ω = N/A
0.80
controlled by base metal Pn = 127.5 k ΦPn = 115 k
PJP
k
14.101302 Pn/Ω =
76 k
76.347305
weld Pu = tw =
20 k 0.100 in base metal tf = 0.069 in 3 /16 3/16
Pa =
14 k 0.105 in 0.072 in 3 /16 3/16
3/16
fillet tw =
0.071 in 3 3/16
0.075 in 3 3/16
3/16
LC7
max
min
control
abs val
-22.7
-4.2
-44.6
-44.6
44.6
-3.78 -18 -7.47
-3.78 -18 -7.47
-25.04 -88 -29.16
-25.04 -88 -29.16
25.04 88 29.16
LC7
LC8
LC9
LC10
max
min
control
-25.5
-22.5
-19.8
-15.8
-3
-25.5
-25.5
-13.575 -50 -17.3
-13.575 -50 -17.3
-2.52 -12 -4.98
-2.52 -12 -4.98
-2.52 -12 -4.98
-16.7 -60 -20.3
-16.7 -60 -20.3
beam bf =
6
d= tf =
17.7 0.425
tw =
0.3
k=
0.827
k1 =
3/ 4
Ru/φRn = Ra/(Rn/Ω) = Tu/φrn = Ta/(rn/Ω) = ≤ ≥
1.0
ASCE 7-10 Load Combinations LRFD LC1
1.4D
LC2 LC3 LC4 LC5 LC6 LC7 ASD LC1 LC2
1.2D 1.2D 1.2D 1.2D 0.9D 0.9D
LC3 abs val
LC4 LC5
25.5 LC6 16.7 LC7 60 LC8 20.3 LC9 LC10
yes no
+ + + + + +
1.6L + 0.5(Lr or S or R) 1.6(Lr or S or R) + (L or 0.5W) W + L + 0.5(Lr or S or R) 1.0E + L + 0.2S 1.0W 1.0E
D D+L D + (Lr or S or R) D + 0.75L + 0.75(Lr or S or R) D + 0.6W D + 0.7E D + 0.75L + 0.75(0.6W) + 0.75(Lr or S or R) D + 0.75L + 0.75(0.7E) + 0.75S 0.6D + 0.6W 0.6D + 0.7E
Square Rectangular Round ASTM A1085 ASTM 500 Gr B ASTM 500 Gr C ASTM A53 Gr B Custom
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