w14x43 to hss6x6x1_2 moment conn
DESCRIPTION
W14x43 to HSS6x6x1_2 Moment ConnTRANSCRIPT
6
2J20 (23"x20.5")
(9"x20.5")
2J6 (9"x20.5")
2J15 (9"x20.5")
2J15 (9"x20.5")
2J6 (9"x20.5")
2B30
2J7
2J7
2J7
2J7 2J
21
2B31 (42"x20.5")
WB
W10.4
W10
W9.8
W9
W10.3
WA
W14X43 (�6")
W14X22 (�6")
W14X22 (�6")
EX. 24"x24"
EX. 24"x24"
NOTE:
EXISTING WEINBERG BUILDING COLUM
NGRID IS NOT PARALLEL TO NEW
COLUM
NGRID. FIELD VERIFY ALL DIMENSIONS
W14x22 (�6")
TYPICAL 1 OF 4
NOTES 1,
5, AND 13
W16X31 (�6")
W16X31 (�6")
17
S305
13
S305
1
S305
2
S305
HSS12X8X3/8 (�6")
HSS12X8X3/8 (�6")
19
S305
2J15 (9"x20.5")
2J7
COLUM
N ABOVE
1
MOMENT CONNECTION TO RECTANGULAR HSS COLUMN
1023 - UMMC Shock Trauma Tower
Page 1 of 21
Lay-out:
Required Strength:
Member 1Beam Reaction, Ra1 = kips
Moment, Ma1 = kip-ft
Member 2Beam Reaction, Ra1 = kips
Moment, Ma1 = kip-ft174.0
MOMENT CONNECTION TO RECTANGULAR HSS COLUMN
18.0174.0
18.0
(SECOND FLOOR)
(3) - 3/4"Ø A325-N-SSLN Bolts (Typ)
HSS6x6x1/2
1/4Typ
W14x43 BeamEnd Offset = 1/2''
W14x43 BeamEnd Offset = 1/2''
1/4''
(8) - 1"Ø A490-N-STD Bolts (Typ)
PL3/4- A572-50(Top & Bottom Plates)
5 1
/2''
1 3/4''2 1/2"1 3/4'' 3@3''= 9'' 3@3''=9''
1'-0
''
10 3/4''10 3/4'' 1'-0''
2 1/2"
3/8
3/8 Typ @ Top & Bottom Plate
PL3/8- A36
9''
6''
1/41 1/2'' 2 1/2''
1023 - UMMC Shock Trauma Tower
Page 2 of 21
Lay-out:
Required Strength:
Member 1Beam Reaction, Ra1 = kips
Moment, Ma1 = kip-ft
Member 2Beam Reaction, Ra1 = kips
Moment, Ma1 = kip-ft
MOMENT CONNECTION TO RECTANGULAR HSS COLUMN
18.0174.0
18.0174.0
(THIRD FLOOR)
(3) - 3/4"Ø A325-N-SSLN Bolts (Typ)
HSS6x6x1/2
1/4Typ
W14x43 BeamEnd Offset = 1/2''
W14x43 BeamEnd Offset = 1/2''
1/4''
(8) - 1"Ø A490-N-STD Bolts (Typ)
PL3/4- A572-50(Top & Bottom Plates)
5 1
/2''
1 3/4''2 1/2"1 3/4'' 3@3''= 9'' 3@3''=9''
1'-0
''
10 3/4''10 3/4'' 1'-0''
2 1/2"
PL3/8- A36 (Typ)
9''
6''
1/41 1/2'' 2 1/2''
3/8
3/8
1023 - UMMC Shock Trauma Tower
Page 3 of 21
MOMENT CONNECTION TO RECTANGULAR HSS COLUMN(SECOND FLOOR)
Material & Geometric Properties:
Beam 1:
Size:Fy = ksiFu = ksid = intw = inbf = intf = in
kdes = in
Beam 2:
Size:Fy = ksiFu = ksid = intw = inbf = intf = in
kdes = in
Single-Plate
t = inFy = ksiFu = ksi
Bottom Flange-plate: ASTM A572-50
t = inFy = ksiFu = ksi
Top Flange-plate: ASTM A572-50
t = inFy = ksiFu = ksi
Column:
Size: ASTM A500 Gr. B Fy = ksiFu = ksiB = inHT = inA = in
tdes = in
0.531.12
6.009.74
0.465
6.00
65
0.755065
HSS6X6X1/24658
0.531.12
ASTM 36
0.375
13.700.318.00
W14X43 ASTM A99250
6513.700.318.00
W14x43 ASTM A99250
65
3658
0.7550
1023 - UMMC Shock Trauma Tower
Page 4 of 21
MOMENT CONNECTION TO RECTANGULAR HSS COLUMN(SECOND FLOOR)
Calculations:
Shear Connection:
Bolt Shear Resistance
Rn/Ω = n x rn/Ωwhere:
rn/Ω = kipsn =
Rn/Ω = kips > kips (OK)
Bolt Bearing on Plates
Exterior Bolts
= kips < kips
Use rn/Ω = kips
Interior Bolts
= kips > kips
Use rn/Ω = kips
Rn/Ω = Allowable Bearing Resistance of Bolts= 1 x 14.27 + (3 - 1 ) x 19.58
Rn/Ω = kips > kips (OK)
Shear Yield Strength ( Ω = 1.5 )
Rn/Ω = Allowable Yield Strength of Plate
= 0.6 x Fy x Ag
where:
10.63.00
31.8 18.00
rn/Ω =1.2 Lc t Fu
< 2.4 d t FuΩ Ω
= 1.2 (1.09)(0.375)(58) < 2.4 (0.75)(0.375)(58)2.0 2.0
14.27 19.58
14.27
rn/Ω =1.2 Lc t Fu
< 2.4 d t FuΩ Ω
= 1.2 (2.19)(0.375)(58) < 2.4 (0.75)(0.375)(58)2.0 2.0
28.55 19.58
19.58
53.42 18.00
1023 - UMMC Shock Trauma Tower
Page 5 of 21
MOMENT CONNECTION TO RECTANGULAR HSS COLUMN(SECOND FLOOR)
Ag = kips
Rn/Ω = kips > kips (OK)
Shear Rupture Strength ( Ω = 2 )
Rn/Ω = Allowable Rupture Strength of Plate
= 0.6 x Fu x An
where:
An = tp x [L - n x (db + 0.125)]db = in. (Bolt Diameter)L = in. (Depth of Plate)
An = in² (Net Cross-sectional Area)
Rn/Ω = kips > kips (OK)
Block Shear Strength ( Ω = 2 )
Rn/Ω = Allowable Block Shear Strength of Plate
= Min[ (0.6 x Fu x Anv + Ubs x Fu x Ant); (0.6 x Fy x Agv + Ubs x Fu x Ant) ]
Where:Ubs = 1.0
Agt = Gross Area with Tension Resistance= 1.50 x t= in²
Ant = Net Area with Tension Resistance= Agt - t x (db +0.125)/2 = in²
Agv = Gross Area with Shear Resistance= ( L - 1.50 ) x t= in²
Anv = Net Area with Shear Resistance= Agv - (n - 0.5) x (db + 0.125) x t= in²
Rn/Ω = kips > kips (OK)
Plate to HSS weld
Electrode Class = E70XX
Fu = Nominal Tensile Strength of Weld
3.375
48.6 18.00
0.759.002.39
41.6 18.00
0.56
0.40
2.81
1.99
41.93 18.00
1023 - UMMC Shock Trauma Tower
Page 6 of 21
MOMENT CONNECTION TO RECTANGULAR HSS COLUMN(SECOND FLOOR)
= Ksi
Ø = deg
= rad
w = Size of Weld
= in.
Fv = Allowable Weld Shear Strength
= 0.6 Fu / 2
= Ksi
Pw = Shear Capacity of 1/4" weld per Linear Inch
= 0.707 * Fv * w * (1.0 + 0.50 sin1.5Ø)
= (0.707 * 21 * 0.25) * (1)
= Kips/in
L = Length of Weld
= in.
P = 2 L x Pw
P = kips > kips (OK)
Moment Connection:
Effective flange force for bolts
Ff1 = kips
Effective flange force for flange plate and weld
Ff1 = kips
Ff1 =M
d + (ttop + tbot)/2
144.50
66.81
Ff1 = Md
18.00
152.41
70
0.00
0.000
0.2500
21
3.712
9
ev1
L = 3*(n-1) + eh
eh
bfg
ev2
H
dcr
1023 - UMMC Shock Trauma Tower
Page 7 of 21
MOMENT CONNECTION TO RECTANGULAR HSS COLUMN(SECOND FLOOR)
Flange Plate Connection
Bolt Resistance
Rn/Ω = 2 x n x rn/Ωwhere:
rn/Ω = kipsn = <-- 2-rows
Rn/Ω = kips > kips (OK)
Bolt Bearing on Flange Plate
Exterior Bolts
= kips < kips
Use rn/Ω = kips
Interior Bolts
= kips < kips
Use rn/Ω = kips
Rn/Ω = Allowable Bearing Resistance of Bolts= 2 x 35.65 + (2x4 - 2 ) x 56.67= kips > kips (OK)
Tensile Yield Strength of Flange Plate ( Ω = 1.67 )
Rn/Ω = Allowable Yield Strength of Plate
= (1/Ω) x Fy x Ag
where:
Ag = H * t
411.33 144.50
56.67
2.4 (1)(0.75)(65)2.0
56.67 58.50
= 1.2 (1.94)(0.75)(65) <2.0
35.65 58.50
35.65
rn/Ω =1.2 Lc t Fu
Ω<
2.4 d t FuΩ
= 1.2 (1.22)(0.75)(65) <2.0
rn/Ω =1.2 Lc t Fu
<Ω
23.64.00
188.8 152.41
2.4 d t FuΩ
2.4 (1)(0.75)(65)2.0
L = 3*(n-1) + eh dcr
1023 - UMMC Shock Trauma Tower
Page 8 of 21
MOMENT CONNECTION TO RECTANGULAR HSS COLUMN(SECOND FLOOR)
Ag = kips
Rn/Ω = kips > kips (OK)
Tensile Rupture Strength of Flange Plate ( Ω = 2 )
Rn/Ω = Allowable Rupture Strength of Plate
= (1/Ω) x Fu x An
where:
An = tp x [H - 2 x (db + 0.125)]db = in. (Bolt Diameter)H = in. (Depth of Plate)
An = in² (Net Cross-sectional Area)
Rn/Ω = kips > kips (OK)
Plate Buckling of Flange Plate
Ap = Effective Plate Cross-sectional Area= H * t= in²
Lcr = Plate Unbraced Length <-- dcr
= in.
K = Effective Length Factor=
r = Radius of Gyration= t / 3.464= in.
K Lcr/r = < 25
Thus, Fcr = Fy = ksi
Rn/Ω = Allowable Strength in Compression
Rn/Ω = kips > kips (OK)
Block Shear Strength ( Ω = 2 )
Pattern 1
1.0012.00
269.46 144.50
9.00
269.5 144.50
7.31
237.7 144.50
50.00
= Ap * Fcr1.67
0.65
0.217
9.01
9.00
3.00
1023 - UMMC Shock Trauma Tower
Page 9 of 21
MOMENT CONNECTION TO RECTANGULAR HSS COLUMN(SECOND FLOOR)
Rn/Ω = Allowable Block Shear Strength of Plate
= Min[ (0.6 x Fu x Anv + Ubs x Fu x Ant); (0.6 x Fy x Agv + Ubs x Fu x Ant) ]
Where:Ubs = 1.0
Agt = Gross Area with Tension Resistance= g x t= in²
Ant = Net Area with Tension Resistance= Agt - t x (db +0.125)= in²
Agv = Gross Area with Shear Resistance= 2 x [3*(n-1) + eh] x t= in²
Anv = Net Area with Shear Resistance= Agv - (n - 0.5) x (db + 0.125) x t= in²
Rn/Ω = kips > kips (OK)
Pattern 2
Rn/Ω = Allowable Block Shear Strength of Plate
= Min[ (0.6 x Fu x Anv + Ubs x Fu x Ant); (0.6 x Fy x Agv + Ubs x Fu x Ant) ]
Where:Ubs = 1.0
Agt = Gross Area with Tension Resistance= 2 x ev1 x t= in²
Ant = Net Area with Tension Resistance= Agt - t x (db +0.125)= in²
Agv = Gross Area with Shear Resistance= 2 x [3*(n-1) + eh] x t= in²
Anv = Net Area with Shear Resistance= Agv - (n - 0.5) x (db + 0.125) x t= in²
Rn/Ω = kips > kips (OK)
Flange-plate to HSS Weld
16.13
13.17
531.33
348.52 144.50
9.75
8.91
4.13
3.28
16.13
13.17
144.50
1023 - UMMC Shock Trauma Tower
Page 10 of 21
MOMENT CONNECTION TO RECTANGULAR HSS COLUMN(SECOND FLOOR)
Perpendicular Weld
Electrode Class = E70XX
Fu = Nominal Tensile Strength of Weld= Ksi
Ø = deg= rad
w = Size of Weld= in.
Fv = Allowable Weld Shear Strength= 0.6 Fu / 2= Ksi
Pw = Shear Capacity of 3/8" weld per Linear Inch= 0.707 * Fv * w * (1.0 + 0.50 sin1.5Ø)= (0.707 * 21 * 0.375) * (1.5)= Kips/in
L = Length of Weld= in.
P1 = 2L x Pw
P1 = kips
Parallel Weld
Electrode Class = E70XX
Fu = Nominal Tensile Strength of Weld= Ksi
Ø = deg= rad
w = Size of Weld= in.
Fv = Allowable Weld Shear Strength= 0.6 Fu / 2= Ksi
Pw = Shear Capacity of 3/8" weld per Linear Inch= 0.707 * Fv * w * (1.0 + 0.50 sin1.5Ø)= (0.707 * 21 * 0.375) * (1)= Kips/in
L = Length of Weld= in.
21
5.568
3
70
0.000.000
0.3750
8.351
6
100.22
90.001.571
0.3750
21
70
1023 - UMMC Shock Trauma Tower
Page 11 of 21
MOMENT CONNECTION TO RECTANGULAR HSS COLUMN(SECOND FLOOR)
P2 = 2 L x Pw
P2 = kips
Thus,
P = P1 + 2P2
P = kips > kips (OK)167.03 144.50
33.41
1023 - UMMC Shock Trauma Tower
Page 12 of 21
MOMENT CONNECTION TO RECTANGULAR HSS COLUMN(THIRD FLOOR)
Material & Geometric Properties:
Beam 1:
Size:Fy = ksiFu = ksid = intw = inbf = intf = in
kdes = in
Beam 2:
Size:Fy = ksiFu = ksid = intw = inbf = intf = in
kdes = in
Single-Plate
t = inFy = ksiFu = ksi
Bottom Flange-plate: ASTM A572-50
t = inFy = ksiFu = ksi
Top Flange-plate: ASTM A572-50
t = inFy = ksiFu = ksi
Column:
Size: ASTM A500 Gr. B Fy = ksiFu = ksiB = inHT = inA = in
tdes = in
65
3658
0.7550
W14x43 ASTM A9925065
13.700.318.000.531.12
ASTM 36
0.375
13.700.318.00
W14X43 ASTM A99250
65
0.755065
HSS6X6X1/24658
0.531.12
6.009.74
0.465
6.00
1023 - UMMC Shock Trauma Tower
Page 13 of 21
MOMENT CONNECTION TO RECTANGULAR HSS COLUMN(THIRD FLOOR)
Calculations:
Shear Connection:
Bolt Shear Resistance
Rn/Ω = n x rn/Ωwhere:
rn/Ω = kipsn =
Rn/Ω = kips > kips (OK)
Bolt Bearing on Plates
Exterior Bolts
= kips < kips
Use rn/Ω = kips
Interior Bolts
= kips > kips
Use rn/Ω = kips
Rn/Ω = Allowable Bearing Resistance of Bolts= 1 x 14.27 + (2 - 1 ) x 19.58
Rn/Ω = kips > kips (OK)
Shear Yield Strength ( Ω = 1.5 )
Rn/Ω = Allowable Yield Strength of Plate
= 0.6 x Fy x Ag
where:
28.55 19.58
19.58
53.42 18.00
= 1.2 (2.19)(0.375)(58) < 2.4 (0.75)(0.375)(58)2.0 2.0
< 2.4 d t FuΩ Ω
14.27
rn/Ω =1.2 Lc t Fu
2.4 (0.75)(0.375)(58)2.0 2.0
14.27 19.58
2.4 d t FuΩ Ω
= 1.2 (1.09)(0.375)(58) <
rn/Ω =1.2 Lc t Fu
<
10.63.00
31.8 18.00
1023 - UMMC Shock Trauma Tower
Page 14 of 21
MOMENT CONNECTION TO RECTANGULAR HSS COLUMN(THIRD FLOOR)
Ag = kips
Rn/Ω = kips > kips (OK)
Shear Rupture Strength ( Ω = 2 )
Rn/Ω = Allowable Rupture Strength of Plate
= 0.6 x Fu x An
where:
An = tp x [L - n x (db + 0.125)]db = in. (Bolt Diameter)L = in. (Depth of Plate)
An = in² (Net Cross-sectional Area)
Rn/Ω = kips > kips (OK)
Block Shear Strength ( Ω = 2 )
Rn/Ω = Allowable Block Shear Strength of Plate
= Min[ (0.6 x Fu x Anv + Ubs x Fu x Ant); (0.6 x Fy x Agv + Ubs x Fu x Ant) ]
Where:Ubs = 1.0
Agt = Gross Area with Tension Resistance= 1.50 x t= in²
Ant = Net Area with Tension Resistance= Agt - t x (db +0.125)/2 = in²
Agv = Gross Area with Shear Resistance= ( L - 1.50 ) x t= in²
Anv = Net Area with Shear Resistance= Agv - (n - 0.5) x (db + 0.125) x t= in²
Rn/Ω = kips > kips (OK)
Plate to HSS weld
Electrode Class = E70XX
Fu = Nominal Tensile Strength of Weld
2.81
1.99
41.93 18.00
0.56
0.40
9.002.39
41.6 18.00
3.375
48.6 18.00
0.75
1023 - UMMC Shock Trauma Tower
Page 15 of 21
MOMENT CONNECTION TO RECTANGULAR HSS COLUMN(THIRD FLOOR)
= Ksi
Ø = deg
= rad
w = Size of Weld
= in.
Fv = Allowable Weld Shear Strength
= 0.6 Fu / 2
= Ksi
Pw = Shear Capacity of 1/4" weld per Linear Inch
= 0.707 * Fv * w * (1.0 + 0.50 sin1.5Ø)
= (0.707 * 21 * 0.25) * (1)
= Kips/in
L = Length of Weld
= in.
P = 2 L x Pw
P = kips > kips (OK)
Moment Connection:
Effective flange force for bolts
Ff1 = kips
Effective flange force for flange plate and weld
Ff1 = kips
152.41
Ff1 = Md
144.50
Ff1 =M
d + (ttop + tbot)/2
18.00
70
0.00
0.000
0.2500
21
3.712
9
66.81
ev1
L = 3*(n-1) + eh
eh
bfg
ev2
H
dcr
1023 - UMMC Shock Trauma Tower
Page 16 of 21
MOMENT CONNECTION TO RECTANGULAR HSS COLUMN(THIRD FLOOR)
Flange Plate Connection
Bolt Resistance
Rn/Ω = 2 x n x rn/Ωwhere:
rn/Ω = kipsn = <-- 2-rows
Rn/Ω = kips > kips (OK)
Bolt Bearing on Flange Plate
Exterior Bolts
= kips < kips
Use rn/Ω = kips
Interior Bolts
= kips < kips
Use rn/Ω = kips
Rn/Ω = Allowable Bearing Resistance of Bolts= 2 x 35.65 + (2x4 - 2 ) x 56.67= kips > kips (OK)
Tensile Yield Strength of Flange Plate ( Ω = 1.67 )
Rn/Ω = Allowable Yield Strength of Plate
= (1/Ω) x Fy x Ag
where:
Ag = H * tAg = kips
23.64.00
188.8 152.41
2.4 d t FuΩ
2.4 (1)(0.75)(65)2.0
rn/Ω =1.2 Lc t Fu
<Ω
= 1.2 (1.22)(0.75)(65) <2.0
35.65 58.50
35.65
rn/Ω =1.2 Lc t Fu
Ω<
2.4 d t FuΩ
= 1.2 (1.94)(0.75)(65) <2.0
2.4 (1)(0.75)(65)2.0
56.67 58.50
56.67
9.00
411.33 144.50
1023 - UMMC Shock Trauma Tower
Page 17 of 21
MOMENT CONNECTION TO RECTANGULAR HSS COLUMN(THIRD FLOOR)
Rn/Ω = kips > kips (OK)
Tensile Rupture Strength of Flange Plate ( Ω = 2 )
Rn/Ω = Allowable Rupture Strength of Plate
= (1/Ω) x Fu x An
where:
An = tp x [H - 2 x (db + 0.125)]db = in. (Bolt Diameter)H = in. (Depth of Plate)
An = in² (Net Cross-sectional Area)
Rn/Ω = kips > kips (OK)
Plate Buckling of Flange Plate
Ap = Effective Plate Cross-sectional Area= H * t= in²
Lcr = Plate Unbraced Length <-- dcr
= in.
K = Effective Length Factor=
r = Radius of Gyration= t / 3.464= in.
K Lcr/r = < 25
Thus, Fcr = Fy = ksi
Rn/Ω = Allowable Strength in Compression
Rn/Ω = kips > kips (OK)
Block Shear Strength ( Ω = 2 )
Pattern 1
Rn/Ω = Allowable Block Shear Strength of Plate
9.00
3.00
0.65
0.217
9.01
50.00
= Ap * Fcr1.67
269.46 144.50
269.5 144.50
7.31
237.7 144.50
1.0012.00
1023 - UMMC Shock Trauma Tower
Page 18 of 21
MOMENT CONNECTION TO RECTANGULAR HSS COLUMN(THIRD FLOOR)
= Min[ (0.6 x Fu x Anv + Ubs x Fu x Ant); (0.6 x Fy x Agv + Ubs x Fu x Ant) ]
Where:Ubs = 1.0
Agt = Gross Area with Tension Resistance= g x t= in²
Ant = Net Area with Tension Resistance= Agt - t x (db +0.125)= in²
Agv = Gross Area with Shear Resistance= 2 x [3*(n-1) + eh] x t= in²
Anv = Net Area with Shear Resistance= Agv - (n - 0.5) x (db + 0.125) x t= in²
Rn/Ω = kips > kips (OK)
Pattern 2
Rn/Ω = Allowable Block Shear Strength of Plate
= Min[ (0.6 x Fu x Anv + Ubs x Fu x Ant); (0.6 x Fy x Agv + Ubs x Fu x Ant) ]
Where:Ubs = 1.0
Agt = Gross Area with Tension Resistance= 2 x ev1 x t= in²
Ant = Net Area with Tension Resistance= Agt - t x (db +0.125)= in²
Agv = Gross Area with Shear Resistance= 2 x [3*(n-1) + eh] x t= in²
Anv = Net Area with Shear Resistance= Agv - (n - 0.5) x (db + 0.125) x t= in²
Rn/Ω = kips > kips (OK)
Bottom Flange-Plate to HSS Weld
144.50
4.13
3.28
16.13
13.17
348.52 144.50
9.75
8.91
16.13
13.17
531.33
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Page 19 of 21
MOMENT CONNECTION TO RECTANGULAR HSS COLUMN(THIRD FLOOR)
Perpendicular Weld
Electrode Class = E70XX
Fu = Nominal Tensile Strength of Weld= Ksi
Ø = deg= rad
w = Size of Weld= in.
Fv = Allowable Weld Shear Strength= 0.6 Fu / 2= Ksi
Pw = Shear Capacity of 3/8" weld per Linear Inch= 0.707 * Fv * w * (1.0 + 0.50 sin1.5Ø)= (0.707 * 21 * 0.375) * (1.5)= Kips/in
L = Length of Weld= in.
P1 = 2L x Pw
P1 = kips
Parallel Weld
Electrode Class = E70XX
Fu = Nominal Tensile Strength of Weld= Ksi
Ø = deg= rad
w = Size of Weld= in.
Fv = Allowable Weld Shear Strength= 0.6 Fu / 2= Ksi
Pw = Shear Capacity of 3/8" weld per Linear Inch= 0.707 * Fv * w * (1.0 + 0.50 sin1.5Ø)= (0.707 * 21 * 0.375) * (1)= Kips/in
L = Length of Weld= in.
P2 = 2 L x Pw
70
90.001.571
0.3750
21
8.351
6
100.22
70
0.000.000
0.3750
21
5.568
3
1023 - UMMC Shock Trauma Tower
Page 20 of 21
MOMENT CONNECTION TO RECTANGULAR HSS COLUMN(THIRD FLOOR)
P2 = kips
Thus,
P = P1 + 2P2
P = kips > kips (OK)
Top Flange-Plate to HSS Weld
Use full penetration groove weld.
33.41
167.03 144.50
1023 - UMMC Shock Trauma Tower
Page 21 of 21